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Home My WebLink AboutTraffic Impact Analysis - Part II• OCEAN PALACE RESIDENTIAL DEVELOPMENT 850 NW 42nd AVENUE MIAMI, FLORIDA TRAFFIC IMPACT ANALYSIS APRIL 2004 UPDATE • • • OCEAN PALACE RESIDENTIAL DEVELOPMENT 850 NW 42nd AVENUE MIAMI, FLORIDA TRAFFIC IMPACT ANLAYSIS Prepared for National Properties Realty, Inc. 150 Alhambra Circle, Suite 1240 Coral Gables, Florida 33134 {305) 461-0494 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 April 2004 Update 3756 OCEAN PALACE v RESIDENTIAL DEVELOPMENT 850 NW 42nd AVENUE MIAMI, FLORIDA APRIL 2004 UPDATE a C TRAFFIC IMPACT ANLAYSIS TABLE OF CONTENTS INTRODUCTION 1 `� EXISTING CONDITIONS 1 v TRIP GENERATION 5 TRANSIT USE 5 SITE ACCESS 6 't TRIP DISTRIBUTION 6 PEAK SEASON TRAFFIC ADJUSTMENTS 6 k FUTURE BACKGROUND TRAFFIC 6 COMMITTED DEVELOPMENT 9,-- 7 C\ ------ `LEVEL OF SERVICE 9 PERSON TRIP CAPACITY 12 TRANSPORTATION CONTROL MEASURES PLAN 15 CONCLUSION 15 • • TABLES Table 1 — Daily, AM & PM Peak Hour Site Traffic Volume 5 Table IA — Adjusted Peak Hour Site Traffic Volume 5 Table 2 — PM Peak Hour Traffic Volumes 10 Table 3 — PM. Peak Level of Service and Delay 11 Table 4 — Person Trip Corridor Analysis 13 Table 5 — Year 2006 Person Trip Corridor Analysis 14 FIGURES d Figure 1 General Location 2 Figure 2 Existing, PM Peak Hour Traffic at Study Locations 3 Figure 3 M Peak Hour Site UnZy'1 raffle at Proposed llrtveu ay . 4 Figure 4 ercent of PM Peak Hour SITE-f`e Traffic on Area Roadwad 7 Figure 5 . 8 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 • • • OCEAN PALACE RESIDENTIAL DEVELOPMENT 850 NW 42nd AVENUE MIAMI, FLORIDA APRIL 2004 UPDATE TRAFFIC IMPACT ANLAYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed multi -story residential condominium (with a minor retail component) to be located at 850 NW 42nd Avenue (LeJeune Road) in Miami, Florida. Figure 1 depicts the site's general location. The methodology used for assessing traffic impacts of the condominium 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: Arterial Analysis (person trips) - NW 42nd Avenue between SR 836 and Flagler Street - NW 7th Street between NW 37th Avenue and NW 47`h Avenue Intersection Analysis - LeJeune Road and NW 7th Street LeJeune Road and NW 11 `h Street - NW 43`d Avenue and NW 7th Street - NW 43`d Avenue and Site Driveway (currently nonexistent) EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in late October 2003. Figure 2 depicts existing PM peak hour volume at the three existing study intersections and Figure 3 illustrates intersection lane geometry. According to Miami -Dade County Public Works traffic concurrency monitoring tables, the NW 42nd Avenue link within the study area is classified as a six -lane arterial. NW 7`h Street is a four -lane arterial. 16 j Blue Lag r 6-1! Miami Intl 836 LI t‘• c Kinloc • 836 ICA Tarrtiarrit Canal Tanuarrar Ca P7 : TWa 211 TTIj' ..._,L _Lejeune Golf Course L._---1:-.747 . • Grac21T2 ea7211 , 1 , 1 L______I :—__i Li L a 1 ; __. oC fdrens GrdiadHoriie D=I GENERAL LOCATION MAP 1 LCapifpi cuere Shopping qtc- I li J 7-7 i I ler-Kenne+Clatr_ La/ Li \ 2010:17.1ilt 11.9111•111.1210. 468 71: F77-4 51H a aa FIGURE 1 :_c_1948 $t-rterAt as -US Nrs NW 43rd Avenue Co) CC f 81 - - 1408 64 NW 11th Street co co )i� car) v CC) N N cn N K N N NW 42nd Avenue 103-1 1040 —lo- ll 5 —41/4 NW 7th Street 141 -� 986 --11." 103 -41/4 N CO �t (0 '-ein FIGURE 2 740r3p Air • Year 2003 PM Peak Hour Volume TRANSPORT ANALYSIS PROFESSIONALS 7 N NTS a) .1NW 1lth Street N NTS a) 2 a) f NW 7th Street CNI a) Q NW 7th Street NTS --� 1--- Lane Use Geometry FIGURE 3 TRANSPORT ANALYSIS PROFESSIONALS • TRIP GENERATION Using equations in the seventh edition of the Institute of Transportation Engineers' (ITE's) Trip Generation manual. The proposed land uses are 400-condominium units, 5,232 sf of retail at street level and 3,488 sf of convenience store provided for residents only, which will have no access for the general public. The convenience store will not generate any external ,trips. Table 1 depicts both AM and PM street peak hour generation. The afternoon traffic is considerably higher and consistent with general traffic patterns in most of Miami -Dade County. Therefore, analyses will continue using the higher PM peak hour values. Land Uses Condominiums Retail TRANSIT USE Table 1 Ocean Palace AM & PM Peak Hour Unadjusted Traffic Volume 400-units 5,232 sf Totals AM Peak PM Peak In Out Total In Out Total 27 130 0 0 27 130 157 0 157 126 62 188 6 8 14 132 70 202 Transit use by residents is estimated at 5%. This value, although conservative, has been generally acceptable by city staff. The retail portion will have an estimate 50% internal reduction of primary trips. Table 1 A depicts the proposed site's net PM peak hour driveway trips after the 5% reduction of transit use and 50% reduction of retail trips. Use Unadjusted PM Peak Hour In Out Total Table 1A Transit Reduced Trips In Out Total Adjusted Net New Trips* In Out Total Residential Retail Totals 126 62 188 6 8 132 70 202 -6 14 -6 -3 -0 -1 -9 120 59 179 -1 6 7 13 -10 126 66 192 • • SITE ACCESS The proposed site will have two, two-way drives for direct access to garage parking and a valet drop-off/pick-up point, along NW 43rd Avenue, which will allow all ingress and egress movements. Also, two drives are planned along NW 42" d Avenue (LeJeune Road), which will allow right turn in and right turn out only movements. See site plan for access details. 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 774 to determine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North/northeast — 13.24% North/northwest -- 17.41% East/northeast — 12.94% West/northwest — 7.72% East/southeast — 12.78% West/southwest — 14.02% South/southeast — 11.51 % South/southwest — 10.39% Figure 4 depicts traffic at the site's driveways. Figure 5 depicts the percent of site traffic on local roadways. PEAK SEASON TRAFFIC ADJUSTMENTS Using FDOT's 2002 seasonal factors for North Miami -Dade County, traffic volume data collected on October 22nd and 23`d, 2003 were increased by 1.0417% to reflect a peak season condition and data collected on October 27`h were increased by 1.0521% to reflect peak season conditions. (See FDOT peak season factors in the appendix.) FUTURE BACKGROUND TRAFFIC The site development is estimated to be completed and the project capable of being fully occupied in 2006. A 2% annual growth rate is normally used to estimate future background traffic in the area. A 2% growth rate has becn generally accepted by city staff from information presented and approved in other recent traffic studies depicting area growth. However, there are no committed development projects in the immediate area and it was agreed with the city's traffic consultant that a 3% increase in growth could be used in lieu of committed development trips. N NTS +•— 10 NW 11 th Street -4-- 17 rnc�N0 � 0 -4— 16 Access to SR 836 Via NW 45th Ave NW 44th Avenue 19 --- 21 —*- NW 9th Street 12_0, t 0 000 31 21 m cn col SITE ix tetr r-27 11 --0- NW 7th Street PM Peak Hour Driveway Volume In =126 Out = 66 Total = 192 NW 42nd Avenue 4�o TAZ 774 Note: Site volume already reduced by 5% for transit use (see Table 1A).. 9 --� Ocean Palace FIGURE 4 PM Peak Hour Site Volume TRANSPORT ANALYSIS PROrESSIONALS N NTS NW 11th Street 'WA- 25.3 �— 6.3 -4— 15.2 15.0 NW 43rd Avenue +— 10.6 31.8 —t NW 9th Street SITE {ingress) 19.8 NW 42nd Avenue 13.6 --� TRANSPORT ANALYSIS PROFESSIONALS 13 6 ---t- NW 7th Street 15.2 —0-- Ocean Palace FIGURE 5 PERCENT OF SITE TRAFFIC • • COMMITTED DEVELOPMENT The City of Miami planning staff was contacted to determine 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. No known approved major development projects are known in the immediate area. PLANNED ROADWAY IMPROVEMENTS Except for the pending Miami Interrnodal Center (MIC) (discussed later), research of the latest Transportation Improvements Program and the Long Range Transportation Plan revealed no significant improvements to the immediate area. LEVEL OF SERVICE Intersection level of service (LOS) analyses were performed at the study off -site intersections and the site driveway along NW 43`d Avenue 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 location with and without the project. Table 2 depicts PM peak seasonally adjusted existing traffic, year 2006 background traffic growth (without project) and yeas 2006 with proposed site traffic. Table 3 depicts the LOS and delay at the locations under study. The site driveway connection along NW 43rd Avenue and its level of service is discussed later in this report. • TABLE 2 PM PEAK HOUR TRAFFIC VOLUME AT STUDY LOCATIONS 2003' 2003 2006 PM SEASONAL PEAK BACKGPOukt2 COMMF1T D WITHOUT TOTAL PEAK HOUR GROWTH SEASON GROWTH PROJECT SITE SITE 2006 INTERSECTION AND APPROACH VOLUME VOLUME VOLUME VOLUME TRfPS3 VOLUME VOLUME VOLUME NW 43rd AVENUE & NW 7th STREET EB LEFT 103 5 108 10 0 118 9 127 EB THRU 1040 54 1094 101 0 1195 0 1195 EB RIGHT 115 6 121 11 0 132 0 132 we LEFT 64 3 67 6 0 73 0 73 W 8 THRU 1408 73 1481 137 0 1618 2 1620 WB RIGHT 81 4 85 8 0 93 25 118 NB LEFT 55 3 59 5 0 64 0 64 NB THRU 150 8 158 15 0 173 24 197 NB RIGHT 79 4 83 8 0 91 0 91 S8 LEFT 73 4 77 7 0 84 9 93 SB THRU 83 4 87 8 0 95 5 100 SB RIGHT 133 7 140 13 0 153 7 160 NW 42nd AVENUE & NW 7th STREET EB LEFT 141 7 148 14 0 162 0 162 EB THRU 988 51 1037 96 0 1133 7 1140 `EB RIGHT 103 5 108 10 0 118 4 122 WB LEFT 121 6 127 12 0 139 0 139 WB THRU 1028 54 1082 100 0 1182 14 1196 WB RIGHT 103 5 108 10 0 118 0 118 !NB LEFT 62 3 65 6 0 71 11 82 N8 THRU 1818 95 1913 177 0 2090 0 2090 NB RIGHT 44 2 46 4 0 50 0 50 SB LEFT 244 13 257 24 0 281 3 284 SB THRU 2138 111 2249 208 0 2457 9 2466 58 RIGHT 485 25 510 47 0 557 2 559 NW 42nd AVENUE & NW 11 th STREET 1EB LEFT 211 11 222 21 0 243 12 255 EB THRU 217 11 228 21 0 249 9 258 EB RIGHT 18 1 19 2 0 21 0 21 'WB LEFT 51 3 54 5 0 59 8 67 W B THRU 178 9 187 17 0 204 8 212 WB RIGHT 77 4 81 8 0 89 0 89 NB LEFT 43 2 45 4 0 49 0 49 NB THRU 2258 118 2376 220 0 2596 0 2596 NB RIGHT 22 1 23 2 0 25 0 25 SB LEFT 131 7 138 13 0 151 0 151 S8 THRU 2689 140 2829 262 0 3091 24 3115 S8 RIGHT 185 10 195 18 0 213 9 222 Traffic data taken in October 2003 were increased to peak season conditions. z An annualized growth tacior of 3 0°6 is used to increase trarlic volume through year 2006 3 There is no committed development near the proposed project Hence, background growth is increased from 2.0% to 3.0% to accommodate unknown committed development. Ocean Palace TAP JN 3756 TABLE 3 PM PEAK HOUR LEVEL OF SETVICE AND DELAY AT STUDY LOCATIONS 2003 2003 EXISTING 2006 2006 EXISTING PEAK 2006 SECONDS 2006 SECONDS PEAK SEASON SECONDS OF SECONDS OF SEASON PM 2006 OF INCREASED 2006 OF INCREASED PM PEAK HOUR LOS DELAY DELAY LOS DELAY DELAY PEAK HOUR SECONDS WITHOUT WITHOUT WITHOUT WITH WITH WITH INTERSECTION AND APPROACH LOS OF DELAY PROJECT PROJECT PROJECT PROJECT PROJECT PROJECT NW 43rd AVENUE & NW 7th STREET _.._. E8 LEFT F 143-9 F 360.9 217.0 F 465.0 104.1 EBTHRU B 14.7 B 153 0.6 E3 15.3 0.0 WB LEFT B 17.4 C 21.4 4-0 C 21-4 0-0 WB THRU H 17.5 E3 19.5 2.0 C 20.1 0.6 NB THRUD 45-9 0 50.3 4.4 E 57.0 6.7 NB RIGHT C 34.5 C 34.7 0.2 C 34 6 20.1 SB THRU D 48.3 E 56.8 8.5 F 86.2 29.4 SB RIGHT D 35.5 D 35.8 0.3 D 36.0 0.2 TOTAL INTERSECTION LOS & DELAY C 24.8 C 25.3 0.5 D 32.7 7.4 NW 42nd AVENUE & NW 7th STREET EB LEFT F 151.7 F 182.0 30.3 F 182-0 0.0 EBTHRU F 87-0 F 115.3 28.3 F 119.5 4.2 WB LEFT E 89.3 F 128.8 39-5 F 116-3 •12.5 WB THRU F 85.9 F 143.1 57.2 F 127,6 -15 5 NB LEFT C 29.5 C 29.9 0.4 C 30.9 1.0.. NB THRU D 44 6 E 62.7 18.1 E 62.7 0.0 SB LEFT F 705,8 F 806.7 100.9 F ...., 818.8 12.1 SB THRU F 178.8 F 232.4 53.6 F 234.9 2.5 TOTAL INTERSECTION LOS 8, DELAY F 129.5 F 171.0 41.5 F 170.5 -0.5 NW 42nd AVENUE & NW 11th STREET EB LEFT ER THRU W8 LEFT WB THRU NB LEFT NB THRU SB LEFT SB THRU TOTAL INTERSECTION LOS & DELAY Ocean Palace TAP JN 3756 F 150.2 F 222.0 71.8 F 244 0 22,0 D 53.0 D 54.0 1.0 D 54.4 0.4 41.5 D 41-9 0.4 D 42.3 0.4 D 54.4 E 55.9 1.5 E 55.6 -0.3 E 65.1 F 98.0 32.9 F 980 00 A 4.9 B 15.3 10-4 B 15.3 0.0 F 694.1 F 811.7 117.E F 811.7 0.0 A 8.2 C 27.4 19.2 C 28.5 1 1 C 30.8 © 49 18.4 D 50.7 1.5 Note: Seconds of delay is a weighted measurement, which may at times produce a negative value on any given individual approach • 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 fundamental 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. Traffic volume counts were taken in October 2003 on the two arterials under study (NW 7th Street and NW 42nd Avenue). As previously shown in Table 2, the existing year 2003 volume is also depicted in Table 4. Table 5 depicts year 2006 peak season volume with site traffic as well as local bus (transit) activity. (The bus routes and schedules are in the appendix.) NW 7th Street is a four -lane divided arterial and NW 42'd Avenue is a six -lane divided roadway. The latest FDOT LOS tables indicate a maximum level of service "E" two-way volume four a six -lane divided state facility at 4,690 vehicles per hour and 3,120 vph for a four -lane non -state road facility. Table 4 shows that in year 2006 with project traffic included, the combined person - trip capacity for automobiles and transit (bus) is above the trip demand during the PM peak hour. Note: This section of Miami does not fall within the Miami Downtown DRI matrix. All transit information including route schedules, frequency, and TAP route sampling are in the appendix. 12 TABLE 4 YEAR 2003 (EXISTING ► CORRIDOR ANALYSIS ArtertaU Corridor Name ROADWAY MODE 1Nales) 2003 CORR TYPE (1) ROADWAY VEHICULAR CAPACITY' (2) ROADWAY PER TRIP CAPACITY goPPV= 1 6 {3) ROADWAY VEHICULAR VOLUME" (4) ROADWAY PER TRIP VOLUME (PPV= 1 4 (5) ROADWAY PER TRIP EXCESS PER TRIP 46) ROADWAY PERSON TRIP 17} LOS W 7th Street near NW 42nd Avenue LS 3,120 4,992 2,690 4,046 946 Metroeus 0 81 Route 7 D --> W 42nd Avenue near NW 7th Street LS 4.690 7,504 4,895 6.853 651 Mctrolus MetroBu8 0 91 Route .1 Route 42 ... .. Total E ---> --> ---> NW 716 Street LOS TABLE" 000 000 000 000 065 0 40 0 69 090 1.90 C C C C C C O D E NW 42nd Avenue IOCAL BUS PER. TRIP CAPACITY 0TOAD = DESIGN (6) MASS TRANSIT MODE EXPRESS PER TRIP CAPACITY a LOAD= DESIGN (9) RAIL TRAN PER TRIP CAPACITY « LOAD= DESIGN (10) TOTAL TRANSIT CAPACITY a LOAD= DESIGN (11) TOTAL TRANSIT PERSON TRIP VOLUME 1.12) TRANSIT PERSON TRIP EXCESS CAPACITY (13) 342 HEADWAY TWO-WAY DIRECTION 0 AVG SEATS PER VEH 0 AVG RIDERSHIP PAX PER HOUR 342 DESIGN LOAD FACTOR _..- 33 ...........L. PAX CAPACITY .... 309.... ............... .. PERCENT RIDERSHIP 20 38 0 33 150 06% 342 100% 587 HEADWAY TWO-WAY DIRECTION 0 AvO SEATS PER VEH 0 AVO RIDERSHIP PAX PER HOUR 587 DESIGN LOAD FACTOR 20 PAX CAPACITY 567 PERCENT RIOERsHIP 20 30 39 9 38 0 8 12 150 00% 150 00% 359 228 10055 100% 25 77.9 20 0 150 00% 587 10055 CORRIDOR PERSON TRIP CAPACITY (14) 5,334 CORRIDOR TOTALS CORRIDOR PERSON TRIP VOLUME 051 4,079 CORRIDOR PERSON TRIP EXCESS CAPACITY (16j 1.255 CORRIDOR PERSON TRIP VrC (17) LOS 076 0 AUTO PERSON TRIPS TRANSIT PERSON MRIPS TOTAL PERSON TRIPS = 4.046 33 4,079 99 2% 08% 100 0% 8.091 6,873 1.218 0 85 AUTO PERSON TRIPS = 1FAt5R PERSON TiPPS TOTAL PERSON TRIPS 6,853 70 6,073 168 0% 1 054 169 0% . Votume Is from Iha year 2002 FOOT LOS tables " LOS A & 13 Not Possible Under Assumptions lup TABLE 5 YEAR 2006 CORRIDOR ANALYSIS with PEAK SEASON, GROWTH, COMMITTED DEVELOP ROADWAY MODE ROADWAY ROADWAY ArterialUConidor Name 4W 7Ih Street near NW 42nd Avenue (Nolen) 2003 CORR TYPE (€) LS ROADWAY VEHICULAR CAPACITY' 421 3,120 PER TRIP CAPACITY 0PPV= 16 (3) 4,992 ROADWAY VEHICULAR VOLUME" 14) 3.364 PER TRIP VOLUME (PPV= 14 (5) 4,709 ROADWAY PER TRIP EXCESS PER TRIP 481 283 ROADWAY PERSON TRIP (7) 094 Metra9us Route 7 LOS E —5 1W 42nd Avenue mar NW 701 Street LS 4690 7.504 5,621 7,869 4365) • Volume is From the year 2002 FOOT LO5 tables •• Includes the Fo9awtnp Factors 1 05 E Metrot1ua Route .1 »--r MetroDus Route 42 —»r Total —> VOLUME: ........_. NW 7th Street Exlsliog HourlyValume 2,890 ._. NW 42nd Avenue Existing Hourly Volume - 4.895 FACTORS:. .. Year 2006 Annua€Ized Growth r 1 0927 NW 71h Street Peak Season - 1 052 NW 42nd Avenue Peak Season = 1 042 NW 7L1 Shoal Comm tled Tope 5 NW 42nd Avenue Committed Trips - 5 nk NW 71h Streel NW 42nd Avenue Pro-ct Tn,s %Trinsit a ..........5%.._._.. 46 5% LOS A 6 B Nol Possible Under Assumptions ENT AND SITE TRAFFIC LOCAL BUS PER TRIP CAPACITY 6 LOAD r DESIGN IS) EXPRESS PER TRIP CAPACITY LOAD = DESIGN 49) MASS TRANSIT RAIL IRAN PER TRIP CAPACITY (1j LOAD = DESIGN 00) MODE TOTAL. TRANSIT CAPACITY FR LOAD = DES#GN 411) TOTAL TRANSIT PERSON TRIP VOLUME (17) TRANSIT PERSON IRIP EXCESS CAPACITY (131 342 .. HEADWAY PER DIRECTION 0 ... AVG SEATS PER VON 0 AVG RIDERSHIP PAx PER HOUR 342. DESIGN LOAD FACTOR 51 PAx CAPACITY 291 PERCENT RIDERSHIP 20 38 0 46 150 00% 342 100% 587 HEADWAY PER DIRECTION 0 AVG SEATS PER VEH 0 AVG RIDERSHIP PAx PER HOUR 587 DESIGN LOAD FACTOR 22 PAX CAPACITY 565 PERCENT RIDERSHIP 20 30 ....... 25 39 9 38 0 779 17 22 39 150 00% 150 00% 150009. 359 228 587 100% ..... 100°9....._ _ 100% CORRIDOR PERSON TRIP CAPACITY 114) CORRIDOR TOTALS COR MOOR CORRIDOR PERSON CORRIOOR PERSON TRIP PERSON TRIP EXCESS )RIP VOLUME CAPACITY VAC; (151 (t6) (17) 5.334 4,760 574 089 AUTO PERSON TRIPS = TRANSIT PERSON TRIPS TOTAL PERSON TRIPS 4,709 51 4,760 989% 1 1% 1000% 8091 7,891 200 0 98 AUTO PERSON TRIPS = TRANS11 PERSON IMPS TOTAL PERSON TRIPS = 7,869 22 7,891 997% 0 3% 1000% 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 routes serve this area, even along NW 19th Avenue, which will allow a reduction of primary trips to and from the proposed development. The developer intends to include a bicycle storage area, which may reduce vehicular (automobiles) use of the site by residents. Other traffic reduction measures will reduce primary trip making, too. Some suggested measures are listed, but no limited to, as follows: Encourage shared ridership (van pooling). - Post mass transit schedules in public areas. CONCLUSION The roadway right of ways for intersection and roadway facilities are built -out to maximum width with major development abutting all pubic right of way. Intersection levels of service at NW 43rd Avenue and NW 7th Street and at NW 42nd Avenue and NW 111h Street will operate within LOS D conditions with the proposed development at build -out NW 42nd Avenue and NW 7th Street currently operates at LOS F and will continue at LOS F during future without site and with site conditions, however, there will be no appreciable delay with site traffic. All intersections fall within Miami - Dade County's Concurrency Exception Area.) Attempts at optimizing signal timing yielded no favorable results. Level of service may be improved with very expensive separated grade type construction, but with major development in all quadrants, it is highly unlikely that such an improvement will occur anytime in the near future. The Miami Intermodal Center (MIC) is proposed to be constructed east of MIA. With construction of the center, new SR 836/LeJeune Road bypass ramps will likely bring relief to the two corridors, which are studied in this report. There is no "hard" date available for construction of the MIC facility or the proposed new ramp construction. The external traffic generation illustrated in this report is likely overstated. Although there is no empirical data to support the reduction of trip making from residents walking or riding bikes to nearby services, and jobs, it is widely known that it does occur. Major airport facilities employing 1,000's of workers are well within a 20 to 30 minute walk of this site and have direct transit connections available for use along LeJeune Road. 15 • Minor improvements to overall intersection delay may be achieved with fine-tuning traffic signal timing and phasing. The infill development of Miami -Dade County and the City of Miami is being strongly encouraged by regional planning experts. The County will have the on -going responsibility to monitor and adjust roadway links with coordinated timing systems. II APPENDICIES 0 1 • 0 APPENDIX A TRAFFIC VOLUME DATA TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW I37th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 NW 43rd AVENUE [ NW 7th STREET Sorthbound Westbound r LcR ' Thro RTOR RiRhi �•PP Sian Tor 1 Left it Thru RTOR { RI& I Total i' TAL Pell: Moor F:am 6 00 to 17.45 • Peak l of I Intersection 17:00 Volume 73 83 56 77 289 64 14g 7 74 1553 Percent 25.3 23.7 19.4 26.6 4.1 90.7 0.5 4.8 Volume 73 83 56 77 289 64 14g 7 74 1553 Volume 20 19 16 15 Peak Factor High Int. 17:00 Volume 20 22 Peak Factor 70 16 357 2 22 397 13 17:15 18 20 80 16 357 0.903 17:45 2 22 397 16 46 9 13 84 28 281 11 0-978 0.843 NW 43rd AVENUE Northbound icA : Thru i RTOR R16i [ A°PP Taial 56 150 37 42 285 19.6 52.6 13.0 14.7 56 150 37 42 285 37 12 7 69 File Name 375G-437 7T'M Site Code :3756307' Start Date : 10/277.2001 Page No : 2 NW 7th STREET Eastbound __ Lcft Tara ! RTOR i Right ;1/4Pv Tou; 103 I 29 86 1253 33S5 82 82.7 2.3 6.8 103 1 Q 29 86 1255 3355 28 281 I 27 347 563 0 45 7:15 5 w 43re AVENIJ't Out In Ttltal i 334I I 289L 623, 1 133,. 83 73: Right Thru Lett 1J Lh IS :n _ 4- ,--1 loi m---' Ntirtri W; ,J 1Im '-'-iYi ~ c n 1.7. so/2712o03 5 00 CO ?na 'LL ; :i- ;t6127/20 3 5.a5.Ct ?M I,n� 2 5'�'. li__'�...� Sh ._ All V4hiCle3 . _ .. __�..—. �. F k I I —! Lett Thru .Rigrtt 1. 56; _15t3 79; • 282. 285 �� 537 put to Totai NW 43rd AVENUE 347 0_9G6 Counter: 3077 / 3076 Counted 13y. PCC / DAD Weather Clear Oilier: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name Site Cade Sian Date Page No Groups Printed- All Vehicles NW 43rd AVENUE NW 7th STREET NW 43rd AVENUE NW 7th STREET i 5oulhlauuntl Westbound Northbound E Istbuund • _ Siam Tua E Lel Tim:. I RTOR i 5 ]v Left I Tiuss RTOR R 4ht 7¢F Lel I Th . I RTOR ,I Right I P°, Leh Th:u �'. RTOR i RIO' 1 T.>e � i _0 _ T°tai I 7�ust I _ I--- ..._ . FaUur 10. `a a� ED' late_ 10-'-...-_tU1 t0:__..t0 �. __ 10_._. i_0' 1o.1Q' iC_ 1Q'.. _l0_.......14_I 16:00 21 13 13 14 6t 11 368 0 19 A 398 11 28 1 16 56 - 19 254 - 3 14 290 ' `zu5 16:15 20 11 18 14 63 10 350 1 22 333 t5 22 5 8 50 20 242 0 13 375 16:30 21 17 11 13 62 15 337 0 28 380 13 34 7 6 60 17 248 2 8 275 16:45 24 15 5 €5 59 13 359 0 22 394 11 31 2 11 55 22 265 4 17 305 >>: Total 86 56 47 56 245 49 l44 1 91 1555 50 115 IS Al 22€ 78 I0� 9 52 1143 3 0o) 17:00 20 22 18 20 80 13 343 3 16 375 11 30 9 13 63 33 264 6 23 326 17:15 20 19 16 15 70 16 357 2 22 397 I 13 37 12 7 69 28 231 11 27 347 SS1 17:30 16 26 7 21 70 19 359 1 17 396 ' 16 37 7 9 69 15 231 4 12 262 7Ei" _ 17,45 _ 17 _16 15 21 69 16 349 1 19 385 i 16 46 9 13 34 27 264 8 24323 Total 73 83 56 77 289 64 14g 0 7 74 1553 56 150 37 42 235, 103 I 0 29 86 1255 335 3756.4 3,,r 375670'7 1012"_0v Grand Total 159 139 103 133 534 113 28 8 165 3108I 106 265 53 83 506 131 38 €33 2406 6554 Apprch % 29.8 26.0 19.3 24.9 3.6 90.8 0.3 5.3 120.9 52.4 10.3 16-4 7-5 85.2 1.6 5.7 Total% 2.A 2.1. 1.6 2.0 8.1 1.7 43.1 0.€ 2.5 47.4I 1.6 40 0.8 1.3 7.7 2.3 31.3 0.6 2.1 36.7 NW 43rd AVENUE out In Total 619; 7-634' . 1153 I 238 139' 159' Rghi Thru Left Lir Nertn 10/2772003 4 00.00 PM 1;1012712003 5 45.00 PM LAII Vehicles Len Tnru RIgnt 1061 265 135 - 1 4ie. 1 506_.] L_9� put In Tows NW 43n7 AVENUE • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 NW 42nd AVENUE Southbound _—APP Sian Tight ! Lela F Thru I RTOR 3 Riyhc I Tol ai 'Puk Elver from 16 00 to 17 43 - PeEic I of I Intersection 17:00 Volume 244 8 Percent 8,5 74.6 Volume 244 213 Volume Peak Factor High Int. Volume Peak Factor 213 8 48 570 1 110 729 16 469 2867 0.6 16.4 16 469 2867 17:15 48 570 1 110 729 0.983 NW 7th STREET Westbound Ttw RTOR 1 RKEx [ A 4 Toni NW 42nd AVENUE Northbound LeR Thru k RTOR R/ghi File Name : 3756l;r _1 Site Code . 30773756 Start Date . l0 2 Page No • 2 NW 7th STREET Eastbound_ APP Lcft Thru RTOR Asti Tlat of rpu T.a4si 121 tog 4 99 1252 62 181 1 43 1924, 141 986 5 93 1230 9.7 82,1 0.3 7,9 3.2 94.5 0.1 2.2 11.5 30.2 0A 8.0 121 t08 4 99 1252 62 181 1 43 1924' 141 986 5 9S 1230 7273 28 258 1 28 315 16 482 1 4 5C31 29 243 1 22 295 142 0 ns- 17:45 38 250 2 32 322 0.972 17:15 17:00 16 432 1 4 503 43 261 1 25 330 0.956 0.932 m2 NV 42rid AVENUE Cut 111 'roust `-2tI62: 28671 1 4929'. i 485, 2138. 244 Right Thiu Leif North .10,1212003 5 00 CO PM ;1012212003 5 45:00 PM IAll Velsicles 4-1 _Lett Tiro Right 62,r 1818 44C 2362 f 1924 4286 . Ottt In �TOt3i NW 42n4 AVENUE sCounter: 3077 / 3076 Counted By: PCC / DAB Weather: Clear Other. TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 331834498 (305) 385 0777 Office (305) 385 9997 Groups Printed- All Vehicles NW 42nd AVENUE NW 7lh STREET NW 42nd AVENUE_ NW 70h STREET Southbound Westbound i Northbound Eastbound i Tlau r RTOR I R,eiu _Twat t.. i Thin RTO € Rplu To I- I0r mm t0, t01 i0` 10 10'. i0 t0' 10. 5 106 ` 698 3' '56 3 File Name 3561jr., 7p Site Code :3077376 Start Date . I 11122 2i1)tI_ Page No S1z1+Trna Lail FK10 ,- 15immi0 16 00 67 520 16:15 71 513 16:30 58 487 15:45 57 533 Total 253 205 3 7 116 707 8 121 674 8 115 713 28 458 2792 APP Lc� F Thra emit R;�rt ��PI Lai Thr� It TOR i Ruhr Tu��3 Tail ]0. 10 10, 10 25 3161 16 338 0- 10 414; 3? 237 15� 255 17,., 30 259 2 22 313 I 12 350 0 8 370 27 230 0 IS 275 34 261 5 20 320 19 366 0 2 387; 34 181 0 8 223 16u4 35 272 1 18 326 18 442 0 9 469 31 203 0 13 252 131 108 11 85 1275 65 154 0 29 1640 127 351 1 59 1038 6745 17:00 71 528 5 121 725 23 263 0 17 303 11 457 0 14 482 43 261 I 25 330 I543 17:15 48 570 1 110 729 28 258 1 28 315 16 482 1 4 503j 29 243 I 22 295 142 17:30 72 503 6 130 716 32 257 1 22 312 i 19 419 0 16 454, 36 255 1 15 307 1759 17:45 53 532 4 108 697 38 250 2 32 322 16 460 0 9 485 33 227 2 36 : 's I�'' Total 244 213 16 469 2867 _ 121 10$ 4 99 1252 62 18g 1 43 1924 141 936 5 98 1230 273 83 Grand Total 497 4' i 44 927 5659 252 20 15 184 2527 4 127 3364 I 72 3564 263 1 7 6 157 226S 1;'.', S Apprch % 8.8 74.1 0.3 16.4 10.0 82.2 0.6 7.3 3.6 94.4 0.0 2.0 1 1 1.8 81.0 0.3 6.9 Total % 3.5 29.9 0.3 6.6 40.4 1.8 14.8 0.1 1.3 13.0 ', 0.9 24.0 0.0 0.5 25.4 I 1.9 13.1 0.0 1.1 16 2 NW 42re AVENGE Out In 'total L 3831 ; ; 5559-1 i 9490 I 971! 41911 497! Rgtst Tnru Len 4-1 1 -r North i10l2212003 4.00 00 PM j10122/2003 5'45:00 PM Ali Vehicles '► Lett Ttvu Right 127r3364 7a L46061 135s J ai74 put to Total NW 42r i AV5N1,}E • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW t37th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 NW 42nd AVENUE Southbound E I Sui Tole Lel 1 Thu it TOR Right Paak Haut From 16 W to P7 45 - y ak 1 of t Intersection 16:45 Volume 111 Z6� 14 17! 3005 Percent 4.4 89.5 0.5 5.7 V o lunte 131 268 14 171 3005 Volume 28 689 4 45 766 Peak Factor High Int 16.45 Volume 23 639 4 45 766 Peak Factor 0.931 NW 11th STREET Westbound To al LR T. FRTOR I Right j APP App Taut File Narne . 37561jr. ' 1 Site Code 37563.377 Starr Date : 10/23'2003 Page No :2 NW 42nd AVENUE NW tlth STREET Northbound Eastbound Left I Thru RTOR Rtgth App To4aE Let ! Thn: RTOR App Tout 225 51 178 15 62 306 43 8 1 21 2323 2I1 217 4 14 446 t:,;,. 16.7 58.2 4.9 20.3 1.9 97.2 0 0 0.9 47.3 48.7 0.9 3.1 51 178 15 62 306j 41 2`g 1 21 2323 211 217 4 14 446 GOSLL 18 38 0 15 71 E 16 595 0 5 6161 55 56 0 1 II2 1565 i 17:30 16:45 ; 17:15 12 41 5 22 80l 16 595 0 5 616 43 66 0 2 1€6 0.943 0.961 0.956 m :n 7540. y r• 0 7, Out In Total 2546' 1 3005 ! 5551'i I r 185. 2689 .131 Right Thru Left North 14(2312003 4:45.90 PM t O 2312003 5:30:00 PM j t lAII Vehicles 4n {9 Left Thu _ Right L2758, f_2.327 . 508T- Out In Total NW 42np AVENL(E Counter. 3077/3076 Counted By: PCC / DAB 'Weather: Clear Other. TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 514n Tire NW 42nd AVENUE Southbound 'App 1 PP 14 I Thar = RTOR Rghr • Tool i Prior = 10 1 101 LOL 10; 16:00 25 590 8 62 685 16:15 38 691 I 74 814 16:30 24 685 2 45 759 16:45 28 639 4 45 766 Total 115 265 25 229 3024 17:00 37 646 2 35 720 17:15 31 683 3 44 761 17:30 35 671 5 47 758 17:45 47 712 3 33 795 Total 150 .7; 13 159 3034 Grand Total Apprch % Total °/a 265 536 7 file N3rne 37561ir . d Site Co : 375637i Stan Date . 10.23"_0 �3 Page No : 1 Groups Printed- All Vehicles NW 110h STREET NW 42nd AVENUE NW 1llh STREET Westbound Northbound Eastbound Ap App tsfi '. Thta %RTDR R�gh; TO-13; ` nil;RTDR I Righl Ta« Leh Thry MRRiCM . Wi.l , E 10, 10i 101 107 ! 101 10 101 10 , 10 10 10. 10 9 45 2 24 801 10 513 1 8 532 44 43 0 2 89• 1356 9 33 9 16: 67 1 8 507 0 3 51S 46 39 0 3 58 ` 14S 15 43 1 10 74 ' 9 497 1 2 509 35 54 0 4 93 ; 1435 18 38 0 15 71? 16 595 0 5 616 55 56 0 1 112 _ 1535 51 164 12 65 292� 43 211 2 18 2175 180 192 0 10 352 : 5573 12 53 2 10 77 • 10 536 0 8 554 54 53 2 5 114 ; 1465 9 46 8 15 78 8 540 1 5 554 43 66 0 2 116: 1509 12 41 5 22 801 9 537 0 3 599 54 42 2 6 104 l 54' 27 43 6 15 96 14 557 0 6 577 33 37 0 3 75 1346 60 135 21 62 331 41 22 72 2254 104 195 4 16 412 38 385 6053 111 352 33 127 623 4.4 88.6 0,6 6-4 2.2 45.0 0.3 3.3 17.8 56.5 5.3 20.4 50.8 0.9 2.9 0.3 1.1 5.2 34 43� 3 40 44'59 374 390 4 26 794 i 1.9 97.2 0,1 0.9 . 47.1 49-1 0.5 3.3 0.7 36.3 0,0 0.3 37 4 , 3.1 3-3 0.0 0,2 6.7 ICO 4, NW 42rd AVENUE CIA In Total 4686; _ 6658 i1092' r 42s 53671 265 Right Thru Lett North 110/23/2003 4 00:00 PM 10/23r2003 5:45:00 PM Ail Vehicles Lett Thru R19h1 -... 84 4352 43 1 550e 4.59' L 99621 put In Tout NW 42nd AVENUE m m � m N'4 111 10/24/03 09:21:24 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Site ID : 3756-32 Info 1 : LE JEUNE RD N/O Info 2 : NW 9th STREET *** Dual Channel 15 Minute *** Page: I Date : Oct 23, 2043 Thu Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NE - Hour 2-58 Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 155 110 150 125 540 183 151 170 164 668 1 101 101 77 72 351 155 140 122 85 502 2 62 44 32 30 168 80 59 35 26 200 3 35 42 44 39 160 44 40 45 37 167 4 43 49 73 79 244 50 47 52 668 217 5 73 123 185 204 581 76 96 140 187 499 6 277 334 416 378 1405 225 331 393 419 1368 7 415 478 600 526 2019 451 504 577 498 2030 8 458 535 519 494 2006 649 621 646 628 2544 9 487 441 407 421 1756 594 651 643 603 2491 10 357 441 419 446 1663 557 584 558 606 2305 11 436 466 478 474 1856 501 528 543 618 2190 PM 12 471 488 492 477 1928 593 629 581 640 2443 1 515 489 459 564 2027 575 589 578 575 2317 2 467 499 470 486 1922 570 645 577 600 2392 3 460 499 469 472 1900 596 622 651 635 2504 4 483 494 491 554 2022 607 657 653 577 2594 5 509 546 588 500 2143 644 668 660 727 2699 6 543 505 510 437 1995 663 676 615 608 2562 7 419 415 406 432 1672 593 638 525 490 2246 8 377 366 330 313 1386 436 416 410 363 1645 9 305 329 303 257 1194 339 318 333 318 1308 10 289 253 226 206 976 289 279 271 260 1099 11 210 158 234 260 862 258 229 305 320 1112 1208 853 368 327 461 1080 2773 4049 4550 4247 3968 4046 4371 4344 4314 4404 4616 4842 4557 3916 3031 2502 2075 1974 TOTALS 45% 32776 55% 40102 72878 AVERAGE 341.4 period 1365.7 417.7 period 1670.9 3036.6 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 2006 Lane 2 : 2544 Combined: 4550 Directional Split : 44% 56% Peak Hour Factor 0.937 0.980 0.976 Peak / Day Total 0.061 0.063 0.062 Peak PM Hour is *** 5:15pm to 6:15pm *** Volume Lane 1 . 2177 Lane 2 - 2718 Directional Split : 44% 56% Peak Hour Factor 0.926 0.935 Peak / Day Total 0.066 0.068 Combined: 4895 0.981 0.067 111 10/03/03 12:04:14 111 *************** TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami_ Florida 33183 305 385 0777 Page: 4 Dual Channel 15 Minute Final Report (page 2 of 2) ************** Site ID : 3748 29 Info 1 : NW 7th STREET W/O Info 2 : NW 43rd PLACE Start Date : Oct 2, 2003 Thu End Date : Oct 3, 2003 Fri Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-EB Hour 2 -WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 54 63 33 33 183 1 23 26 21 18 88 2 20 21 25 19 85 3 30 19 14 20 83 4 14 25 23 25 87 5 36 52 64 101 253 6 126 189 256 273 844 7 288 318 346 337 1289 8 380 346 333 354 1413 9 313 307 318 254 1192 10 256 263 260 259 1038 11 274 254 253 298 1079 PM 12 241 249 265 277 1032 1 249 300 275 267 1091 2 259 282 261 245 1047 3 272 264 270 294 1100 4 232 276 244 254 1006 5 299 323 344 307 1273 6 311 275 320 292 1198 7 291 299 247 217 1054 8 188 214 183 171 756 9 143 150 137 168 598 10 123 135 113 96 467 11 86 86 68 50 290 118 91 53 41 303 36 33 35 16 120 27 13 19 24 83 18 20 23 18 79 17 20 29 18 84 25 44 49 52 170 85 102 139 171 497 162 198 212 204 776 231 205 227 186 849 206 235 227 239 907 192 228 262 255 938 244 232 256 275 1007 267 284 296 259 1106 320 232 311 315 1178 307 315 299 317 1238 338 349 353 370 1410 408 407 412 397 1624 409 395 401 399 1604 410 374 333 318 1435 304 285 283 239 1111 242 218 205 195 860 196 165 178 164 703 183 144 141 113 581 101 78 95 133 407 486 208 _63 162 171 423 1 Z 4 1 2065 2262 2099 1976 2086 2138 2269 2285 2510 2630 2877 2633 2165 1616 1301 1046 697 TOTALS 49% 18546 51% 19070 37616 AVERAGE 193.2 period 772.8 198.6 period 794.6 1567.3 Peak AM Hour is *** 7:45arn to 8:45am *** Volume Lane 1 : 1396 Lane 2 : 867 Combined: 2263 Directional Split : 62% 38% Peak Hour Factor 0.918 0.938 0.926 Peak / Day Total 0.075 0.045 0.060 Peak PM Hour is *** 5:15pm to 6:15pm *** Volume Lane 1 : 1285 Lane 2 : 1605 Combined: 2890 Directional Split : 44% 56% Peak Hour Factor 0.934 0.979 0.970 Peak / Day Total 0.069 0.084 0.077 APPENDIX B CAPACITY ANALYSES TRAFFIC SIGNAL TIbIING DATA General nformation SHORT REPORT Site Information IIIIAnalyst Agency or Co. Date Performed .Time Period Volume and Tim Num. of Lanes % H PHF Actuated PIA Startu• lost time Unit Extension PedlBike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasin Timing EW Perm PPE/TAP 10128/2003 PM Peak 103 1040 115 12.0 12.0 Intersection Area Type Jurisdiction Analysis Year NW 43 Ave & NW 7 St All other areas City of Miami 2003 Existing r4 740 51 56 150 79 73 83 133 r11111111111111111111 12.0 12.0 NS Perm 0.85 0.85 0.90 0.90 12.0 12.0 12.0 G= Duration of Anal sis (hrs) = 0.25 ;Lane G G= 37.0 G ou • Ca • acit Control Dela and LDS Determination Adj. flow rate 114 Lane group cap. 125 v/c ratio Green ratio Unif. delay di Delay factor k lncrem. delay d2 !PF factor (Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay 21.7 1)-IC,S2000im 20.3 0.50 0.5f 59.6 1.0 1.000 1.OG 79.9 199 2244 0.33 0.68 1.000 1.000 C cle Length C = 130.0 Intersection LOS Copyright 2000 University of Florida. All Rights Reserved 393 455 0.62 0.11 1.000 1.000 43.3 34.4 Version 4.t d SHORT REPORT General information - Site Information Analyst RPE'TAP Agency or Co. Date Performed 10/28/2003 Time Period PM Peak Intersection NW 43 Ave & NW 7 St Area Type All other areas Jurisdiction City of Miami Analysis Year 2003 Existing Peak Season Volume and Timing Input EB WB NB SB LT TH RT LT TH RT I LT TH RT LT TH AT Num. of Lanes 1 2 0 1 2 0 0 1 1 0 1 1 Lane group L TR L TR LT R LT R Volume (vph) 108 1094 121 ' 67 1481 85 59 158 83 77 87 140 % Heavy Leh 1 2 1 1 2 1 1 1 1 1 1 1 1 PHF 0.91 0.91 0.91 0.98 0.98 0.98 0.85 0.85 0.85 0.90 0.90 10.90 Actuated (PIA) PPPPPP A A A A A A Startup lost time - 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3,0 Ped/Bike/RTOR Volume 0 29 0 7 0 37 0 56 Lane Width 12.0 12.0 12.0 12.0 1.2.0 12.0 12.0 12.0 Parking/Grade/Parking NONN 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 83.0 G= G= G= G= 37.0 G= G= G= Y= 5 Y- Y- Y= I Y= 5 Y= Y= Y= Duration of Analysis (his) = 0.25 Cycle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination • EB WB NB SB Adj. flow rate 119 1310 69 1594 256 54 181 93 Lane group cap. 107 2235 179 2244 379 455 265 455 v/ c ratio 1.11 0.59 0.39 0.71 0.68 0.12 0,68 0.20 Green ratio 0.64 0.64 0.64 0.64 0.28 0.28 0.28 0.28 Unit. delay dl 23.5 13.6 11.3 15.5 41.2 34.4 41.3 35.3 Delay factor k 0.50 0.50 0.50 0.50 0.25 0.11 0.25 0.11 Increm. delay d2 120.4 1.1 6.2 1.9 4.7 0.1 7.1 0.2 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 143.9 14.7 17.4 17.5 45.9 34.5 48.3 35.5 Lane group LOS F B B B D C 0 D Apprch. delay 25.5 17.5 43.9 44.0 Approach LOS C 8 D D Intersec. delay 24.8 Intersection LOS C DHCS2000TM Copyright © 2000 University of Florida, Ail Rights Reserved Version 4.1 d SHORT REPORT [General Information - Site information i Analyst RPE/7'AP Agency or Co. Date Performed 10l28/2003 Ime Period PM Peak Intersection NW 43 Ave & NW 7 St Area Type All other areas Jurisdiction City of Miami Analysis Year 2006 without site Volume and Timing Input b EB WB NB SS LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 1 0 1 1 Lane group L TR L TR LT R LT R Volume (vph) 118 1195 132 .73 1618 93 64 173 91 84 95 153 % Heavy veh 1 2 1 1 2 1 1 2 1 1 2 ! 1 P H F 0.94 0.94 0.94 0.98 0.98 0.98 0.88 0.88 0.88 0.93 0.93 10.93 Actuated (P/A) PPPPPP A A A A A i A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ; 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 ! 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 31 0 8 0 39 0 58 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 ! 12.0 Parking/Grade/Parking NONN ONNO N N 0 ! N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 f NS Perm 06 07 08 iming G= 83.0 G= G= G= I G = 37.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis hrs) = 0.25 Cycle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination - EB WB NB SB Adj. flow rate 126 1378 74 1741 270 59 192 102 Lane group cap. 77 2235 160 2244 363 455 248 455 vlc ratio 1.64 0.62 0.46 0.78 0.74 0.13 0.77 0.22 Green ratio 0.64 0.64 0.64 0.64 0.28 0.28 0.28 0.28 Unif. delay di 23.5 14.0 12.1 16.8 42.2 34.5 42.7 35.5 !Delay factor k 0.50 0.50 0.50 0.50 0.30 0.11 0.32 0.11 Increm. delay d2 337.4 1.3 9.3 2.7 8.1 0.1 14.1 0.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 360.9 15.3 21.4 19.5 50.3 34.7 56.8 35.8 Lane group LOS F B C 8 D C E Apprch. delay 44.2 19.6 47.5 49.5 Approach LOS D 8 D D Intersec. delay 33.6 Intersection LOS C CS2OOoTM Copyright ® 2000 University of Florida, All Rights Reserved Version 4 1 d SHORT REPORT General Information Site Information Analyst PPE/TAP Agency or Co. Date Performed 10/28/2003 1 Time Period PM Peak Intersection NW 43 Ave & NW 7 St Area Type Al! other areas Jurisdiction City of Miami Analysis Year 2006 with site Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 0 1 1 0 1 1 Lane group L TR L TR LT R LT R Volume (vph) 127 1195 132 ' 73 1620 118 64 197 91 93 100 160 % Heavy veh 1 2 1 1 2 1 1 2 s 1 1 2 1 P H F 0.94 0.94 0.94 0.98 0.98 0.98 0.89 0.89 0.89 0.94 0.94 0.94 Actuated (P/A) PPPPPPA A A A A A Startup lost time - 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 131 0 8 0 39 0 58 Lane Width 12.0 12.0 12,0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN ONNO N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perin 02 03 04 Perm __.__ 06 07 08 Timing G= 83.0 G= G= G= _NS G= 37.0 G= G= G= Y=. 5 Y= Y= Y= Y= 5 Y= Y= fY= Duration of Analysis (hrs) = 0.25 Cycle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination • EB WB NB SB Adj. flow rate 135 1378 74 1768 293 58 205 109 Lane group cap. 72 2235 160 2240 358 455 220 455 vic ratio 1,88 0.62 0.46 0.79 0.82 0.13 0.93 0.24 Green ratio 0.64 0.64 0.64 0.64 0.28 0.28 0.28 0.28 Unif. delay di 23.5 14.0 12.1 17.1 43.4 34.5 45.3 35.7 Delay factor k 0.50 0.50 0.50 0.50 0.36 0.11 0.45 0.11 Increm. delay d2 441.5 1.3 9.3 2.9 13.9 0.1 42.1 0.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 465,0 15.3 21.4 20.0 57.3 34.6 87.4 36.0 Lane group LOS F B C C E C F C7 Apprch. delay 55.4 20.1 53.5 69.5 Approach LOS E C D E Intersec. delay 40.2 intersection LOS D IrC520007m Copyright ® 2009 University of Florida, Alt Rights Reserved Version 4.1ci SHORT REPORT Genera Information Site information Analyst RPFJ AP ,Agency or Co. ate Performed 10/28/2003 ime Period PM Peak Intersection Area Type Jurisdiction Analysis Year NW 42 Ave & NW 7 St All other areas City of Miami Existing 2003 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 2 0 1 3 0 1 3 0 Lane group L TR L TR TR L TR Volume (yph) % Heavy veh 141 1 986 2 103 1 121 1 1028 2 103 62 1 1 1818 44 2 244 2138 485 1 2 PHF 0.93 0.93 0.93 0.97 0.97 0.97 0.96 0.96 0.96 0.98 0.98 j 0.98 Actuated (P/A) Startup lost time A 2.0 A 2.0 A A 2.0 A 2.0 A A 2.0 P 2.0 A A 2.0 2.0 A Ext. eff. green 2.0 Arrival type 3 2.0 3 2.0 3 2.0 3 2.0 3 2.0 3 2.0 3 2.0 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 5 0 4 0 1 0 16 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 0 N N 0 N Parking/hr Bus stops/hr Unit Extension Phasing iming Excl. Left G = 6.0 0 3.0 EW Perm G = 43.0 0 3.0 G= 03 0 3.0 G= €04 0 3.0 Excl. Left G= 8.0 0 3.0 0 3.0 NS Perm G = 56.0 G= 07 0 3.0 0 3.0 G= 08 Y= 3 Y= 6 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 151 1163 124 1160 65 1947 248 2652 Lane group cap. v/c ratio 140 1156 140 1156 168 2184 110 2135 1.08 1.01 0.89 1.00 0.39 0.89 2.25 1,24 Green ratio 0.40 0.33 0.40 0.33 0.52 0.43 0.06 0.43 !Unif. delay di !Delay factor k lncrem. delay d2 34.5 43.5 32.4 43.5 27.9 34.2 61.0 37.0 0.50 0.50 0.41 0.50 0.11 0,50 0.50 0.50 98.6 27.9 44.1 27.3 1.5 6.0 592.6 113.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 133.1 71.4 76.5 70.8 29.4 40.2 653.6 150.1 Lane group LOS lApprch. delay F E 78.5 71.4 39.9 193.2 Approach LOS E 0 F llntersec. delay pcs2©ooTM 111.2 Intersection LOS Copyright C 2000 university of Flonda, All Rights Reserved F Version 4.1 d SHORT REPORT General information Site information Analyst RPE/TAP Agency or Co. Date Performed 10/28/2003 1Time Period PM Peak Intersection NW 42 Ave & NW 7 St Area Type Ali other areas Jurisdiction City of Miami Analysis Year 2003 Existing Peak Season Volume and Timing Input - .. .. - EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 1 3 0 1 3 0 Lane group L TR L TR L TR L TR Volume (vph) 148 1037 108 - 127 1082 _ 108 65 1913 46 257 2249 510 % Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 PHF 0.93 0.93 0.93 0.97 0.97 0,97 0.96 0.96 0.96 0.98 0.98 0.98 Actuated (P/A) A A A A A A A PA AP A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1 Ext. eff. green 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3,0 3.0 Ped/Bike/RTOR Volume 0 5 0 4 0 1 0 16 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN ONNO N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 Tinting G= 6.0 G= 43.0 G= G= G= 8.0 G= 56.0 G= G= Y= 3 Y= 6 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination ES WB NB SB Adj. flow rate 159 1224 131 1220 68 2048 261 2791 Lane group cap. 140 1156 140 1156 168 2184 110 2135 v/c ratio 1.14 1.06 0.94 1.06 0.40 0.94 2.37 1.31 Green ratio 0.40 0.33 0.40 0.33 0.52 0.43 0.06 0.43 Unit delay di 34.5 43.5 32.4 43.5 27.9 35.3 61.0 37.0 Delay factor k 0.50 0.50 0.45 0.50 0.11 0.50 0.50 0.50 lncrem. delay d2 117.2 43.5 56.8 42.4 1.6 9.3 644.8 141.8 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 151.7 87.0 89.3 85.9 29.5 44.6 705.8 178.8 Lane group LOS F F F F C D F F Apprch. delay 94.4 86.2 44.2 223.8 Approach LOS F F D F Intersec. delay 129.5 Intersection LOS F 10HCS2000Tm Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1 d SHORT REPORT I Information Site Information EGenera Analyst PPE/TAP Agency or Co. ©ate Performed 10/28/2003 Time Period PM Peak Intersection NW 42 Ave & NW 7 St Area Type All ether areas Jurisdiction City of Miami Analysis Year 2006 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 1 2 0 1 2 0 1 3 0 1 3 0 Lane group L TR L TR L TR L TR Volume (vph) 162 1133 118 139 1182 118 71 2090 50 281 2457 557 °gyp Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 PHF 0.95 -0.95 0.95 0.93 0.93 0.93 0.96 0.96 0.96 0.98 0.98 0.98 Actuated (P/A) A A A A A A A PA AP A Startup lost time - 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. elf. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 5 0 4 10 1 0 16 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN ONNO N N 0 N Parkinglhr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3,0 3.0 3.0 3.0 3.0 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm. 07 06 irrting G= 6.0 G- 43.0 G= G= G= 8.0 G= 56.0 G- G= Y= 3 Y= 6 Y- Y- Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 171 1312 149 1390 74 2237 286 3049 Lane group cap. 140 1156 140 1156 168 2184 110 2135 v/c ratio 1.22 1.13 1.06 1.20 0.44 1.02 2.60 1.43 Green ratio 0.40 0.33 0.40 0.33 0.52 0.43 0.06 0.43 Unit. delay di 34.5 43.5 34.5 43.5 28.0 37.0 61.0 37.0 Delay factor k 0.50 0.50 0.50 0.50 0.11 0.50 0.50 0.50 lncrem. delay d2 147.5 71.8 94.3 99.6 1.8 25.7 745.7 195.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 182.0 115.3 128.8 143.1 29.9 62.7 806.7 232.4 Lane group LOS F F F F C E F F Apprch. delay 123.0 141.7 61.6 281.7 Approach LOS F F E F lntersec. delay 171.0 Intersection LOS F lios2oodrm Copynght ® 2000 University of Florida, All Rights Reserved Version 4.1d SHORT REPORT !General information - LSite information Analyst RPEiTAP Agency or Co. Date Performed 10/28/2003 Time Period PM Peak Intersection NW 42 Ave & NW 7 St Area Type Alt other areas Jurisdiction City of Miami Analysis Year 2006 with site Volume and Timing Input = _-: ;,:' • EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 1 3 0 1 3 0 Lane group L TR L TR L TR L TR Volume (vph) 162 1140 122 139 1196 118 82 2090 50 284 2466 559 % Heavy veh 1 2 1 1 2 1 1 2 1 1 2 7 PHF 0.95 0.95 0.95 0.97 0.97 0.97 0.96 0.96 0.96 0.98 0.98 0.98 Actuated (P/A) A A A A A J A APA AP A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eft. green 2.0 2.0 2.0 2.0 i 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 ;Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 5 0 4 0 1 0 16 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left EW Perm 03 04 I Excl. Left NS Perm 07 08 Timing G= 6.0 G= 43.0 G= G= ]G= 8.0 G= 56.0 G= G= Y= 3 Y= 6 Y= Y= (Y= 3 Y= 5 Y= Yw Duration of Analysis (hrs) = 0.25 Cycle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 171 1323 143 1347 I 86 2237 289 3061 Lane group cap. 140 1155 140 1156 168 2184 110 2135 v/c ratio 1.22 1.15 1.02 1.17 0.51 1.02 2.63 1.43 Green ratio 0.40 0.33 0.40 0.33 0.52 0.43 0.06 0.43 Unif. delay d1 34.5 43.5 34.5 43.5 28.2 37.0 61.0 37.0 Delay factor k 0.50 0.50 0.50 0.50 0.12 0.50 0.50 0.50 lncrem. delay d2 147.5 76.0 81.8 84.1 2.6 25.7 757.8 197.9 PF factor 7.000 1.000 1.000 1.000 7.000 1.000 1.000 1.000 Control delay 182.0 119.5 116.3 127.6 30.9 62.7 818.8 234.9 Lane group LOS F F F F C E F F Apprch, delay 126.7 126.5 61.5 285.3 Approach LOS F F E F Intersec. delay 170.5 Intersection LOS F 11NCS2000'rm Copyright 2000 University of Florida, All Rights Reserved version 4.1d SHORT REPORT General Information Site Information Analyst RPElTAP Agency or Co. Date Performed /0/28/2003 ime Period PM Peak Intersection NW 42 Ave & NW 11 St Area Type All other areas Jurisdiction City of Miami Analysis Year Existing 2003 Volume and Timing Input EB We NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Num. of Lanes 2 0 1 2 0 1 3 0 1 3 Lane group TR L TR L TR TR Volume (vph) % Heavy veh PHF 211 217 1 0.96 2 0.96 18 1 0.96 - 51 1 0.96 178 2 0.96 77 1 0.96 43 1 0.94 2258 22 2 1 0.94 0.94 131 1 0.98 2689 185 2 1 0.98 1 0.98 Actuated (P/A) Startup lost time A 2.0 A 2.0 A A 2.0 A 2.0 A A 2.0 P 2.0 A A 2.0 P 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type Unit Extension 4 3.0 4 3.0 4 3.0 4 3.0 4 3.0 4 3.0 4 3.0 4 3.0 Ped/Bike/RTOR Volume 0 4 0 5 0 0 4 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking 0 N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extensio 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing iming Excl. Left G = 8,0 Y= 3 EW Perm G = 18.0 Y= 6 G= Y= 03 04 G. NS Perm G = 90.0 Y= Y=5 G= Y= 06 07 G= IG= Y. Y= 08 Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Control Delay, and LOS Determination EB WB Cycle Length C = 130.0 NB SB Adj. flow rate Lane group cap. 220 241 53 261 46 2417 134 2926 212 486 221 470 58 3516 70 3489 v/c ratio 1.04 0.50 0.24 0.56 0.79 0.69 1.91 0.84 ?Green ratio 0.22 0.14 0.22 0.14 0.69 0.69 0.69 0.69 Unif. delay di Delay factor k 53.0 51.8 40.7 52.3 13.6 11.7 20.0 14.7 0.50 0.11 0.11 0.15 0.34 0.50 0.50 0.50 Increm. delay d2 72.0 0.8 0.6 1.5 51.8 1.1 459,6 2.6 PF factor 1.000 1.000 1.000 1.000 0.287 0.287 1.000 0.287 Control delay 125.0 52.6 41.3 53.7 55.7 4.5 479.6 6.8 Lane group LOS Apprch. delay 87.1 0 0 51.6 0 54 A F A 27.5 Approach LOS F A c lntersec. delay 24.5 Intersection LOS c DCS2000TM Copyright © 2000 University of Florida, NI Rights Reserved version 4.1 d SHORT REPORT General Information - Site information .. Analyst 13PETrAP Agency or Co. Date Performed 10/28/2003 Time Period PM Peak intersection NW 42 Ave & NW 11 St Area Type Al) other areas Jurisdiction City of Miami Analysis Year 2003 Existing Peak Season Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 1 3 0 1 3 0 Lane group L TR L TR L TR L TR Volume (vph) 222 228 19 • 54 187 81 45 2376 23 138 2829 195 % Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.94 0.94 0.94 10.98 0.98 0.98 Actuated (P/A) A A A A A A A PA AP A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. off. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 4 4 4 4 4 4 4 4 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 4 0 5 0 0 0 4 Lane Width 12,0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 Parking/Grade/Parking NONN ONNO N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Lett EW Perm T 03 04 NS Perm 06 07 08 diming G= 8.0 G= 18.0 G= G= G= 90.0 G= G= G= Y= 3 Y= 6 Y- Y= Y= 5 Y= Y= ! Y= Duration of Analysisshrs) = 0.25 Cycle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 231 253 56 275 48 2544 141 3079 Lane group cap. 207 486 216 470 58 3516 59 3489 v/c ratio 1.12 0.52 0.26 0.59 0.83 0.72 2.39 0.88 Green ratio 0.22 0.14 0.22 0.14 0.69 0.69 0.69 0.69 Unit. delay di 53.0 52.0 40.8 52.5 14.4 12.3 20,0 15.8 Delay factor k 0.50 0.13 0.11 0.18 0.37 0.50 0.50 0.50 increm. delay d2 97.1 1.0 0.6 1.9 61.0 1.3 674.1 3.6 PF factor 1.000 1.000 1.000 1.000 0.287 0.287 1.000 0.287 Control delay 150.2 53.0 41.5 54.4 65.1 4.9 694.1 8.2 Lane group LOS F D D D E A F A Apprch. delay 99.4 52.2 6 0 38.2 Approach LOS F D A D Intersec. delay 30.8 Intersection LOS C HCS200oT M II Copyright ® 2000 University of Florida, AU Rights Reserved Version 4.1 d SHORT REPORT General information Site information Analyst RPE/TAP Agency or Co. 10 Date Performed 10/28/2003 Time Period PM Peak Intersection NW 42 Ave & NW 11 St Area Type All other areas Jurisdiction City of Miami Analysis Year 2006 without site Volume and Timing Input EB WE NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 1 3 0 1 3 0 Lane group L TR L TR L TR L TR Volume (vph) 243 249 21 _ 59 204 89 49 2596 25 151 3091 213 y % Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.95 0.95 0.95 0.98 0.98 0.98 Actuated (PIA) A A A A A A A P A A P A Startup lost time - 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 PedIBike/RTOR Volume 0 4 0 i 5 0 0 0 4 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parkingfhr Bus stopsfhr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left EW Perm 03 04 NS Perm 06 07 08 Timing G= 8.0 G= 18.0 G= G= G= 90.0 G= G= G= Y= 3 Y= 6 Y= Y= 1 Y= 5 Y- Y= Y= Duration of Anal sis (hrs) = 0.25 Cycle Length C = 130.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 253 277 62 301 52 2759 154 3364 Lane group cap. 194 486 204 470 58 3516 58 3489 v/c ratio 1.30 0.57 0.30 0.64 0.90 0.78 2.66 0.96 Green ratio 0.22 0.14 0.22 0.14 0.69 0.69 0.69 0.69 Unit. delay di 52.9 52.4 41.0 52.9 16.2 13.5 20.0 18.5 Delay factor k 0.50 0.16 0.11 0.22 0.42 0.50 0.50 0.50 Increm. delay d2 169.1 1.6 0.8 2.9 81.8 1.8 791.7 8.9 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 222.0 54.0 41.9 55.9 98.0 15.3 811.7 27.4 Lane group LOS F D D E F B F C Apprch. delay 134.2 53.5 16.8 61.8 Approach LOS F D B E Intersec. delay 49.2 Intersection LOS D CS2000T M Copyright 2000 University of Florida, Ali Rights Reserved Version 4.1 d SHORT REPORT General Information '-`:4 °i - Site Information Analyst RPE/TAP Agency or Co. Date Performed 10/28/2003 Time Period PM Peak intersection NW 42 Ave & NW 11 St Area Type All other areas Jurisdiction City of Miami Analysis Year 2006 with site Volume and Timing input <x EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 1 3 0 1 3 0 Lane group L TR L TR L TR L TR Volume (vph) 255 258 21 67 212 89 49 2596 25 151 3115 222 % Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.95 0.95 0.95 0.98 0.98 0.98 Actuated (P/A) A A A A A A A P A A P A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 _2.0 Arrival type 3 3 3 3 3 _ 3 3 3 Unit Extension 3.0 3.0 3.0 , 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 5 0 16 0 2 0 15 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN ONNO NNON Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left EW Perm 03 04 ` NS Perm 06 07 08 /Timing G= 8.0 G= 18.0 G= G= G= 90.0 G= G= G= Y= 3 Y= 6 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis . hrs) = 0.25 C cle Length C = 130.0 _ Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Ad}. flow rate 265 285 70 298 52 2757 154 3386 Lane group cap. 1195 486 200 472 58 3516 58 3490 vfc ratio 1.36 0.59 0.35 0.63 0.90 0.78 2.66 0.97 Green ratio 0.22 0.14 0.22 0.14 0.69 0.69 0.69 0.69 Unif. delay d1 152.9 52.5 41.3 52.9 16.2 13.5 20.0 18.7 Delay factor k 0.50 0.18 0.11 0.21 0.42 0.50 0.50 0.50 Increm. delay d2 191.1 1.8 1.1 2.7 81.8 1.8 791.7 9.7 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 244.0 54.4 42.3 55.6 98.0 15.3 811.7 28.5 Lane group LOS F D D E F B F C Apprch. delay 145.7 53.1 16.8 62.5 Approach LOS F D 8 E lntersec. delay 50.7 Intersection LOS D CS2000TM Copyright >a 2000 University of Florida. Ali Rights Reserved Version 4.1 d TIMING DATA FOR 4129 LEJEUNE & NW 11 ST 11 PAT OF NSG G Y R EL Y EWP G Y R 1 T 1 72 1. 4 1 5 3 17 1 4 2 2 T 68 82 1 4 1 5 3 17 1 4 2 3 T 1 72 1 4 1 5 3 17 1 4 2 4 7104 89 1 4 1 8 3 17 1 4 2 5 T 63 82 1 4 1 5 3 17 I 4 2 6 T 68 82 1 4 1 5 3 17 1 4 2 7 T 21 62 1 4 1 5 3 17 1 4 2 8 T 17 49 1 4 1 5 3 10 1 4 2 9 7104 89 1 4 1 10 3 15 1 4 2 10 T 11 62 1 4 1 5 3 17 1 4 2 11 T 19 62 1 4 1 5 3 17 1 4 2 12 T 11 62 1 4 1 5 3 17 1 4 2 13 T104 89 1 4 1 10 3 15 1 4 2 15 T 51 49 1 4 1 5 3 10 1-4-2 16 T 12 48 1 4 1 5 3 17 1 4 2 19 M 14 92 1 4 1 5 3 17 1 4 2 20 T 14 52 1 4 1 5 3 17 1 4 2 HIT "RETURN" TO CONTINUE (SEC: 4 TYPE: SA) S Y M CYC 110AM PEAK M2 120AFTERNOON M2 110AM PEAK M1 130PM PEAK M1 120POST PM PEAK 120AFTERNOON M1 100FLAG RT IN W SOPRE-AN PEAK 130PM PEAK M2 l O 0 At7EAG IOORT RT OUT WKEND 100NOON AVERAGE 130PM PEAK M2/N 80NITE -M2 ---------. - 7 B6EARLY MORNIN 130FLAG R.T.IN 9OFLAG RT OUT 21 M 21 62 1 4 1 5 3 17 1 4 2 100FLAG R T IN 22 M 21 62 1 4 1 5 3 17 1 4 2 100FLAG R T OUT 23 T 69 49 1 4 1 5 3 10 1 4 2 80LATE NIGHT 7 24 T 69 49 1 4 1 5 3 10 1 4 2 SORECALL TEST MIN: 45 5 1 ENTER THE CONTROLLER NUMBER (/ = STOP) 2141 TIMING DATA FOR 2141 LEJEUNE & NW 7 ST (SEC: 4 TYPE: SA) PAT OF NSW F Y R EWL Y EWW F G Y R NSL Y 5 Y M CYC 1 T 11 34 15 4 1 18 3 5 15 1 4 2 5 3 110AM PEAK M2 2 T 86 33 15 4 1 9 3 5 15 11 4 2 15 3 120AFTERNOON M2 3 T 11 34 15 4 1 18 3 5 15 1 4 2 5 3 110AM PEAK M1 4 T127 41 15 4 1 6 3 5 15 23 4 2 8 3 12 130PM PEAK M1 5 T 84 33 15 4 1 5 3 5 15 19 4 2 11 3 120POST PM PEAK 6 T 86 33 15 4 1 9 3 5 15 11 4 2 15 3 120AFTERNOON M1 7 T 13 15 15 4 1 6 3 5 15 4 4 2 23 3 12 100FLAG.RT IN W 8 T 65 12 15 4 1 9 3 5 15 1 4 2 6 3 SOPRE-AM PEAK 9 T127 41 15 4 6 3 5 15.23 4 2 8 3 12 130PM PEAK M2 �10 T 14 32 15 4 1 6 3 5 15 4 4 2 6 3 .100AVERAGE M2 11 T 32 28 15 4 1 6 3 5 15 8 4 2 6 3 100RT OUT WKEND 12 T 11 30 15 4 1 10 3 5 15 2 4 2 6 3 100NOON AVERAGE 13 T127 41 15 4 1 6 3 5 15 23 4 2 8 3 130PM PEAK M2/N._ _ 15 T 18 18 15 4 1 5 3 5 15 1 4 1 5 3 SONITE M2 16 T 50 8 15 4 1 5 3 5 13 2 4 2 5 3 70EARLY MORNIN 19 M 18 40 15 4 1 6 3 5 15 13 4 2 19 3 12 130FLAG R.T.IN 20 T 14 9 15 4 1 5 3 5 15 19 4 2 5 3 90FLAG RT OUT HIT 'RETURN" TO CONTINUUE 21 M 13 23 15 4 2 6 3 5 15 4 4 1 15 3 12 100FLAG R T IN 22 M 42 18 15 4 1 7 3 5 15 18 4 2 5 3 100FLAG R T OUT 23 T 18 17 15 4 1 5 3 5 15 1 4 2 5 3 80LATE NIGHT 7 24 T 18 17 15 4 1 5 3 5 15 1 4 2 5 3 80RECALL TEST MIN: 5 15 5 15 1 5 ENTER THE CONTROLLER NUMBER (/ W STOP) 4911 TIMING DATA FOR 4911 NW 43 AVE & 7 ST (SEC: 4 TYPE: SA) PAT OF EWG G Y R XW F NSG Y R S Y M CYC 3 T 78 62 1 4 1 7 15 15 4 1 10 1 110AM PEAK M1 4 T 37 82 1 4 1 7 15 15 4 1 10 1 130PM PEAK M1 6 T 10 72 1 4 1 7 15 15 4 1 10 1 120AFTERNOON M1 111 MIN: 35 15 7 PAT OF EWW F Y R NSW F G Y R S Y M CYC 1 T 69 73 8 4 1 7 11 1 4 1 2 110AM PEAK M2 2 T 1 83 8 4 1 7 11 1 4 1 2 120AFTERNOON M2 5 T 4 80 8 4 1 7 11 4 4 1 2 1202OST PM PEAK 7 T 44 63 8 4 1 7 11 1 4 1 . 2 IOOFLAG RT IN W 8 T 15 43 8 4 1 7 11 1 4 1 2 80PRE-AM PEAK 9 T 28 93 8 4 1 7 11 1 4 1 -_ 2 130PM PEAK M2 __-.- 10 T 42 63 8 '4 1 7 11 _ 1 4 1 "2 100AVERAGE M2 „ .,, GO G 1 a n 1 i 11 1 d 1 2 100RT OUT WKEND ENTER THE CONTROLLER NUMBER (/ = STOP) 4129 I1IC DATA FOR 4129 LEJEUNE & NW 11 ST (SEC: 4 TYPE: SA) AT OF NSG G Y R EL Y EWP G Y R S Y M CYO 1 T 1 72 1 4 1 5 3 17 1 4 2 110AM PEAK M2 2 T 68 82 1 4 1 5 3 17 1 4 2 120AFTERiNOON M2 3 T 1 72 1 4 1 5 3 17 1 4 2 110AM PEAK M1 4 7104 89 1 4 1 8 3 17 1 4 2 130PM PEAK MI 5 T 63 82 1 4 1 5 3 17 1 4 2 120POST PM PEAK 6 T 68 82 1 4 1 5 3 17 1 4 2 120AFTERNNOON M1 7 T 21 62 1 4 1 5 3 17 1 4 2 100FLAG RT IN W 8 T 17 49 1 4 1 5 3 10 1 4 2 80PRE-AM PEAK 9 T104 89 1 4 1 10 3 15 1 4 2 130PM PEAK M2 10 T 11 62 1 4 1 5 3 17 1 4 2 100AVERAGE M2 11 T 19 62 1 4 1 5 3 17 1 4 2 100RT OUT WKEND 12 T 11 62 1 4 1 5 3 17 1 4 2 100NOON AVERAGE 13 T104 89 1 4 1 10 3 15 1 4 2 130PM PEAK M2/N 15 T 51 49 1 4 1 5- 3 10 1 4 2 80NITE M2 16 T 12 48 1 4 1 5 3 17 1 4 2 7 86EARLY MORNIN 19 M 14 92 1 4 1 5 3 17 1 4 2 130FLAG R.T.IN 20 T 14 52 1 4 1 5 3 17 1 4 2 90FLAG RT OUT HIT "RETURN" TO CONTINUE 2141 21 M 21 62 1 4 1 5 3 17 1 4 2 100FLAG R T IN 22 M 21 62 1 4 1 5 3 17 1 4 2 100FLAG R T OUT 23 T 69 49 1 4 1 5 3 10 1 4 2 80LATE NIGHT 7 24 T 69 49 1 4 1 5 3 10 1 4 2 BORECALL TEST MIN: 45 5 1 ENTER THE CONTROLLER NUMBER )/ = STOP) 4911 TIMING DATA FOR 4911 NW 43 AVE & 7 ST (SEC: 4 TYPE: SA) PAT OF EWG G Y R XW F NSG Y R S Y M CYC 3 T 78 62 1 4 1 7 15 15 4 1 - __ 10 1 110AM PEAK M1 _ 4 T 37 82 1 4 1 7 15 15 4 1 10_ 1_ 130PM PEAK M1 6 T 10 72 1 4 1 7 15 15 4 1 10 1 120AFTERNOON M1 MIN: 35 15 7 PAT OF EWW F Y R NSW FG Y R S Y M CYC _ 1 T 69 73 8 4 1 7 11 1 4 1 2 110AM PEAK M2 2 T 1 83 8 4 1 7 11 1 4 1 2 I20AFT RNOON M2 5 T 4 80 8 4 1 7 11 4 4 1 2 I2OPOST PM PEAK 7 T 44 63 8 4 1 7 11 1 4 1 2 100FLAG RT IN W 8 T 15 43 8 4 1 7 11 1 4 1 2 BOPRE-AM PEAK 9 T 28 93 8 4 1 7 11 1 4 1 2 130PM PEAK M2 10 T 42 63 8 4 1 7 11 1 4 1 2 100AVERAGE M2 11 T 68 63 8 4 1 7 11 1 4 1 2 100RT OUT WKEND 12 T 50 63 8 4 1 7 11 1 4 1 2 100NOON AVERAGE 13 T 28 93 8 4 1 7 11 1 4 1 2 130PM PEAK M2/N 15 T 49 43 8 4 1 7 11 1 4 1 2 80NITE M2 16 T O 39 8 4 1 7 11 1 4 1 6 76EARLY MORNIN 19 M 38 93 8 4 1 7 11 1 4 1 2 130FLAG R.T.IN 20 T 40 53 8 4 1 7 11 1 4 1 2 90FLAG RT OUT 21 M 43 63 8 4 1 7 11 1 4 1 2 100FLAG R T IN 22 M 74 63 8 4 1 7 11 1 4 1 2 100FLAG R T OUT 23 T O 39 8 4 1 7 11 1 4 1 6 76LATE NIGHT 7 APPENDIX C ITE TRIP GENERATION ID Summary of Trip Generation Calculation For 400 Dwelling Units of Residential Condominium / Townhouse April 01, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour Enter 7-9 AN 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 5.21 0.00 0.07 0.00 0.32 0.00 0.39 0.00 0.31 0.00 0.15 0.00 0.47 0.00 0.07 0.00 0.33 0.00 0.40 0.00 0.28 0.00 0.16 0.00 0.44 0.00 4.69 0.00 0.21 0.00 0.18 0.00 0.40 0.00 4.02 0.00 0.17 0.00 0.18 0.00 0.36 0.00 1.00 2085 1.00 27 1.00 130 1.00 157 1.00 126 1.00 62 1.00 ,8't 1� 1.00 29 1.00 132 1.00 161 1.00 112 1.00 63 1.00 174 1.00 1876 1.00 86 1.00 73 1.00 159 1.00 1609 1.00 70 1.00 72 1.00 142 Note: A zero indicates no data available. Tie above rates were calculated from these 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: equations: LN(T) _ .85LN(X) + 2.55, R^2 LN(T) = .8LN(X) + .26 R^2 = 0.76 , 0.17 Enter, LN(T) = .82LN(X) + .32 R^2 = 0.8 , 0.67 Enter, LN(T) = .82LN(X) + .17 R-2 T = R^2 T = T = R^2 T = T = R^2 = 0.8 , 0.18 Enter, .34(X) + 38.31 = 0.83 , 0.64 Enter, 0.36 Exit 3.62(X) + 427.93, R^2 = 0.84 .29(X) + 42.63 = 0.84 , 0.54 Enter, 0.46 Exit 3.13(X) + 357.26, R^2 = 0.88 .23(X) + 50.01 = 0.78 , 0.49 Enter, 0.51 Exit 0.83 0.83 Exit 0.33 Exit 0.82 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 5.232 T.G.L.A. of Specialty Retail Center April 01, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 232 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 6 4-6 PM Peak Hour Exit 1.52 0.00 1.00 8 4-6 PM Peak Hour Total 2.71 1.83 1.00 14 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 17 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 19 AM Pk Hr, Generator, Total 6.84 3.55 1.00 36 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 15 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 12 PM Pk Hr, Generator, Total 5.02 2.31 1.00 26 Saturday 2-Way Volume 42.04 13.97 1.00 220 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 1.00 107 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 3.488 Th.Gr.Sq.Ft. of Convenience Market (Open 15-16 Hours) April 01, 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 15.51 0.00 1.00 54 7-9 AM Peak Hour Exit 15.51 - 0.00 1.00 54 7-9 AM Peak Hour Total 31.02 24.36 1.00 108 4-6 PM Peak Hour Enter 16.94 0.00 1.00 59 4-6 PM Peak Hour Exit 17.63 0.00 1.00 61 4-6 PM Peak Hour Total 34.57 17.61 1.00 121 AM Pk Hr, Generator, Enter 16.63 0.00 1.00 58 AM Pk Hr, Generator, Exit 15.97 0.00 1.00 56 AM Pk Hr, Generator, Total 32.60 23.64 1.00 114 PM Pk Hr, Generator, Enter 17.75 0.00 1.00 62 PM Pk Hr, Generator, Exit 18.47 0.00 1.00 64 PM Pk Hr, Generator, Total 36.22 16.69 1.00 126 Saturday 2-Way Volume 0.00 0.00 1.00 0 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 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. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • FDOT SEASONAL FACTORS 1 FL DEPT OF TRANSPORT Fax:305-377-5684 May 12 '03 _S:25 P.02 Print Date: Macy/ 12i2003 ML.CY1.1-DARE NORTH Category` 8700 "•• indicates peak sensors week Florida Deparrent of Tr= spnrtation Transportation 5cuistics Offce 2002 Peak Season Factor Category Report Week Dates SF PSCF 1 01/01/2002 - 01/05/2002 1.01 1.04 2 01/06/2002 - 01/12/2002 1.01 1.04 3 01/1312002 - 01/19/2002 1.00 1.03 4 01/20;2002 - 01/26/2002 0.99 1.02 5 01/27/2002 - 02'02/2002 0,99 1.02 6 02/03/2002 - 02/09/2002 0.98 1.01 * 7 02110/2002 - 02/ 16/2002 0.97 1.00 * 8 02/1712002 - 02/23/2002 0.97 1.00 • 9 02124/200'_03102/2002 0.97 1.00 • 10 - 03:03/2002 - 03; 09/2002 09\ 0.99 * 11 L.03/10 2002 - 03/16/2002 0.96 0.99 • 12 03/17/2002 - 03/23/2002 0.97 1.00 * 13 03r24/2002 - 03/30/2002 0.97 1.00 * 14 03/31/2002 - 04/06:2002 0.97 1.00 ' 15 04/07/2002 - 04/13/2002 0.97 1.00 • 16 04,1412002 - 04/20/2002 0.93 1.01 • 17 04/21/2002 - 04/27/2002 0.98 1.01 • 18 04;2812002 - 05/04/2002 0.93 1.01 • 19 03 05/2002 - 05/11/2002 0.93 1.01 20 05/12/2002 - 05/18/2002 0.98 1.01 21 05/19/2002 - 05:25/2002 0.99 1.02 22 05/26/2002 - 06/01/2002 1.00 1.03 23 06/0212002 - 06/08.2002 1.01 1.04 24 0609/2002 - 06/15/2002 1.01 1.04 25 06/16/2002 - 06122/2002 1.02 1.05 26 06;23/2002 - 06/29/2002 1.02 1.05 27 06/30/2002 - 07/06;2002 1.02 1.05 28 07107/2002 - 07/13/2002 1.02 1.05 29 07/ 14;2002 - 07/20/2002 1.03 1.06 30 07/21 /2002 - 07.'27/2002 1.02 1.05 31 07: 2312002 - 03/03/2002 1.02 1.05 32 08/ 0:4/2002 - 03/10/2002 1.02 1.05 33 08/11/2002 - 08/ 17/2002 1.01 1.04 34 03.'18/2002 - 08/24/2002 1.01 1.04 35 03,25/2002 - 03/3112002 1.01 1.04 36 09'01/2002 - 09/07/2002 1.02 1.05 37 09 032002 - 09/14/2002 1.02 1.05 33 09/15/2002 - 09/21/2002 1.02 1.05 39 09i 22'2002 - 09-'2S122002 1.01 1.04 40 09/29;2002 - 10'05/2002 1.01 1.04 41 10 /06/2002 - 10/12/2002 1.00 1.03 42 10/13'2002 - 10/19/2002 1.00 1.03 43 1 - 10/20/2002 - 10/26/2002 1.00 1.03 44 -- - 10;27/2002 - 1 1102.•2002 1.01 1.04 45 11;0312002 - 11/09/2002 1.01 1.04 46 11110/2002 - 11/16.2002 1.02 1,05 47 11/17'2002 - 11/23/2002 1.02 1.05 48 11..'24/2002 - 11/30.'2002 1.01 1.04 49 12/01/2002 - 12/07/2002 1.01 1.04 50 12 /03r 2002 - 12/14/2002 1.01 1.04 51 12/15/2002 - 12.'21/2002 1.01 1.04 52 1212212002 - 12/2312002 1.01 1.04 53 12129:2002 - 1231;2002 1.00 1.03 MOCF - 0.97 ,Page 1 10 BUS SCHEDULES • 1 Bus Ridership TAP JN 3756 People on Route Location Date Direction Time Board Seats 7 NW 7th Street t@ NW 42nd Avenue 10/23/2003 EB 18:27 19 38 WB 16:40 39 38 7/21/2003 EB 17:46 35 38 WB 15:53 28 38 6/23/2003 EB 18:27 51 38 WB 16:35 28 38 Totals 200 228 Avg. 33 38 42 NW 42nd Avenue @ NW 7th Street 5/22/2003 NB 16:55 5 38 SB 16:56 4 38 10/28/2003 NB 15:51 10 38 SB 14:27 11 38 8/30/2002 NB 14:34 20 38 SB 16:00 14 38 10/21/2002 NB 14:55 21 38 SB 17:42 9 38 Totals 94 304 Avg. 12 38 NW 42nd Avenue @ NW 7th Street 8/27/2003 EB 18:57 12 38 WB 18:12 8 38 EB 16:28 13 42 WB 18:56 3 42 8/19/2003 EB 17:58 6 38 WB 17:13 12 38 1/28/2003 EB 15:56 6 43 WB 18:39 6 36 11/10/2002 EB 15:04 10 38 WB 17:29 4 38 8/22/2002 EB 17:09 8 42 W B 16:24 19 42 EB 15:55 6 42 WB 18:45 5 42 Totals 118 559 Avg. 8 39.9 1 Route 42 wll El-LL:iI4t ACCktiSIUE, OPA-LOCKA TRIPS LEAVING OPA-L TRI-RAIL STATION SOUIHBOUND t31ud OPA•LOCKA TRl - RAIL STATioN NW' i35 St Gratigny" D HIALEAH r (E 65 St, . O° ALI. TRIPS SERVE TRI-RAIL STATION CPA -LOCKA CITY HALL OPA-LOCKA LTR]-RAIL STAT]O4 z la c.4 �fl titl INTERNATIONAL AIRPORT BUS LOOP (Lower Level) MIA TERMINAL BUS STOP Pas king Garage ) Flamingo Narkuig Garage P Daip}un Parcel Garage E 25 St (NW 79 St) �tlA.till INTERNATIONAL AIRPORT Enter parking garage Do not enter Baggage Claim lane Stay left cane Fallow Gree Bus Signs (13 North Map not03 to scale 2/ CORAL GABLES Aragon DOUGLAS ROAD STA ION SW 40 St TRI-RAIL STATION Flag!er St All:am Ira SW 40 St NW 175 St z 1'AuetEu A-41ay. GOLDEN CLADES FOLLOW 441 SOUTH TO PARKING AREA 4�Yry WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or oft the bus. DESTINATION SIGN NORTH GOLDEN GLADES -OOEA NORTH OPA-LOCKA - OOEF SOUTH COCONUT GROVE STATION• ODES NOT IN SERVICE 02D6 Coconut Glove Metrorail Station OLE SW 27 Terr Bird Rd EFFECTIVE: March 16. 2003 • 1 MDT - Route Schedule M t A sM I- i A U E: 0 Page I of 2 TRANSIT INFORMATION: 305-770-3131 Residents South of SW 2166 St.: 305.891-3131 i rY Users #for deaf/hard of nearing,; 305-654-6530 Mor day-Fnday, 6 a.m. to 10 p m. weekends. g a m to 5 p m, www miarnidade.gov ROUTE 42 SCHEDULE SERVICE: WEEKDAY DIRECTION: NORTH BOUND Coconut Grove Station Doug!as Road Station SW 40 St & 42 Ave Coral Way 8 Lejeune Rd [05:25AM 05:32AM 05:35AM 05:39AM 05:50AM11,05:57AM1[0602AM106:06AM j06:27AMII06:35AM 106:40AM1 06:50AM106:58AM 07103AM 107:07AM][07:14AM1107:27AM1r II07:28AM 07:36Alk407:41AM107:45AM1107:52AM110805AMji 107:55AM1'08:03AM08:08AM 108:12AM 0819AMI08 32AM''I 108:21AM1i08:29A y1j 08:34AM 108:38AMj 08:45AM1108:58AM 108:55AM 09:03AMM09:08AM 09:12AM1j09:20AM1109:33AM 1 109:20AM 1109:2BAM1 109.50AM 09.5EAMj !10:20AM1110:28AM f 10:5OAMJ 10:58AM .11:O3AM 1 1:20AM1i 1 1:26At;] 111 1:33AM 09:33AM 10:03AM 10:33AM 111:50AM 11:58AM1 12:03PM1 12:20PMJj112:28PM1 12:50PMj112:5EPM1 01:03PM 01:20PMjj01:28PM1 01:33PM 101:50PM1 01:58PMj102:03PM 02:2OPM 102:28PM 02:33PM 12:33PM 02.48PM 02:55PM F03-18PM1 03:48PM 03:56PM1 04:18PM104:28PM1 04:48PM11O4:58PM 03.28PM 05.18PM105:28P,M1 L05:48PM1 106:18PM 107:16PM 05:58PM 06:23PM 0724PM 103:01PM 103:33PM 04:03PM 04:33PM 05:03PM 05:33PM 06:03PM 06:33PM 07127PM 06:44AM 06:51AM 07:04AM Fiagler St 37 Ave Miami AirTtort .1 1Okeechobee & Le Rd Jeune Amtrak Station E 49 St & 8 Ave I Locke I Tri-Rail Station 05:45AM 05:54AM 1 05:59AM 106:14AM 106:23AM 1106:39AM 06:13AM 06:26AM11 06:35AM 106:50AM1106:59AM 107:15AM NW 22 Ave & Ali Baba St 06:45AN 07:21AN 07:13AM 07:36AM 08:14AM 08:41AM 09:07AM 09:41 AM 09:37AM1109:45AM109:58AMi1 j10:O7AM 10:15AM j10:28AMj1 10:36AM 10:50AM 110:59AMj111:13AM' 11:19AN [10:37AM 10:45AMj110:58AM : 11:06AM Jj11:20AM 1 11:29AM1111:43AMj 11:49A1V 11107AMj 11:15AM 111:28Atk 11:36AM 111:50AM 111:59AM [12:13PM1,12:19PN 111:37AM1 11:45AM 111:58AM'I 12:06PM 12:20PM 12:29PM 112:43PMj 12:49PN 12:07PM1112:15PMj112:28PMjL 12:36PM 112:50PM 112:59PM 101:13PM 01:19PN 112:37PM 12:45PM 12:58PM 01:06PM 01:20PM1i01:29PM101:43PM1101:49PN 01:07PM[01:15PM101:28PM';E 01:36PM 101:50PM I01 59PM1,02:13PM 02:19PN 01:37PM] 01:45PM' 01:58PM I 02:06PM 1102:20PM1102.29PM 102:43PM1 02:49PN 102:07PM 02:15PM 102:28PM1 02:36PM 02:50PM 02:59PM 103:16PM 03:22PN 102:37PM102:45PM 102:58PM11 03:07PM 1103:22PM `03:31 PM€ 03:4SPM 03:54PW 107:28AM107:37AM107:53AMj 07:59AN 107:51AM1108:00AM 08:16AM 108:22AN 08:29AM L08:38AM108:54AM 109:OOAN '08:56AM1 09 05AM1109:19AM1 09:25A1V 109:21AM109:30AM1'09:44AM 09:50AN 110:04AM 110:18AM 10:24A1V 09:55AM 103:05PM 03:15PM 10:06AM 110.20AM1110 29AM1;10:43AM` 10:49AN 103:28P4 03:37PM 03:52PM II04:01PM 04:18PM 04:24PN 103:37PM 03:47PM 104:OOPM ;1 04:09PM 104:24PM 104:33PMh104:50PM 04:56PN 04:07PM04:17PM1104.30PMj1 04:39PM 1104:54PM I05 03PM1;05:20PM105:26PN 04:37PM104:47PM 05:00PMi1 05:09PM 105:24PM 05 33PM 05:50PMj 05:56PN 05:07PM05:17PW05:30PM;1 05:39PM [05:54PM Ca 03PM 06:20PM1 06:26PN 105:37P405:47PM 106:00PM'! 05:09PM j106:24PMr06 33PM106:50PM1106:56PN 06:07PM106:17PM 106:3OPM11 06:39PM 106:54PM j07:03PM107:16PM1107:22PN 06:37PM 06:47PM (07:OOPM 1 07:07PM 107:20PM 107:28PM 07:41 PM, 07:47PN 07:31 PM 07:37PM 07:50PM 07:57PM 08:10PM 08:18PM 08:31 PM 08:37PN 06:44AM1106:57AM 107:04AM [07:29AM) 07:45AM 107:55AM i08:08AM 07:12AM1!07:25AM 107:32AM 07:47AM 07:57AM1108:13AM 108 23AM ;08:36AM 07:44AM1 07.57AM 108:04AM1[08:19AM 108:17AM1108:30AM' 108:50AM1[09:03AM 09:09AM1109:23AMj 0921AM1109:34AM'109:40AM 09:54AM][10:03AM 09:45AM1109:58AM I10:04AM j10:18AM1 10:27AMJ110:4 iAMI10:49AM 111:03AM 11:12AM1111:18AM[ 11:22AM1 !10:10AM 110:23AM][10:29ANft1;10:43AMj110:52AM1111:06AM 111:14AM 111:28AMfj11:37AM1!11:43AM1111:47AM1 11 ;i10:40AM1(10:53AM110:59AM 11: i 3AM1111:22AMj111:36AMj111:44AM,111:58AM 112:07PMj112:13PM 12:17PM I' 111:10AMl,i 1:23AMj 11:43AM1 1152AM112:O6PM1112:14PMi.'i12:28PM (12:37PM1a112:43PM}112:47PMJ 12 !11:40AM 111:53AM111:59AM 112:13PM-1112:22PM! 12:36PM) 12:44PME112:58PM 101:07PM1101:13PM1 01:17Prvi1 01 12:10PMjj12:23PM1112:29PM 12:52PM1101:06PM;(01:14PM1s01:28PM [01:37PMIi01:43PM1 01:47PMI 01 112:40PM1 12:53PMj112:59PM 01:13PM) ,01:36PM 101:44PM'101:58PM]102:07PM1102.13PM1,02:17PM1 101:10PMf101:23PM L 01:43PMJ 102:06PM1102:14PM,102:28PM 0243PM1 101:40PM�f 01:53PMi[01:59PM(02:13PMjf02:22PMIj02:36PM1102:44PM:!02:58PMI03:08PM 03:14PM1103:19PM[ 03 102:12PM1102:25PMJI02:31 PM 02:45PM�f02:54PM 103:10PM f03:18PM 103:32PM 03:42PM[103 48PM 03:53PM104 102:40PM102:53PM [02:59PM 103:24PM1103:40PM1103:48PM 104:02PM 104:12PM1'04:18PM11044_23PM1 04 03:10PM[03:23PM1 03:30PM 103:46PM`p03 55PM1[04:11PMf O4 19PM 04 33PM [04 43PMH04.49PM404:54PM1[0 03:45PM1 L04:21 PMI04:30PM)104:46PM[04:54PMIi05:08PM1!05:18PM05:24PM1[0529PM)L 104:15PM 104:25PM1104:35PM1104:51 PM[J05.00PM 05 16PM1105.24PM,'05 38PM1105:48PM1[05:54PM !05 59PMf106 08:37AM 08:52AM MDT - Route Schedule M 1 ,1 M 1• 1} A 1) E. Page I of2 TRANSIT INFORMATION: 305-770-3131 Residents South of S.r, 216 5t 305-891-3131 TTY Users (for deaf/hard of hearing) 305.654-5530 Monday -Friday. G a m to 10 p m Weekends. 9 a m t0 5 p.m. wvw mi0rn dade.gov ROUTE 42 SCHEDULE SERVICE: WEEKDAY DIRECTION: SOUTH BOUND Golden Glades NW 22 Ave & Ali Baba St Opa Locka Tri-Rail Station Fla ler If I �` , Coral 5 JV 40 E 49 St Amtrak N 36 Mia St mi Intl St way St & I Douglas'IC( & 8 Ave Station 1 & 37 & i Road C 1 42 Ave Airport i I 42 Ave Ave fLeJesane,: Station S li 1 Rd 11 I 1[_ AM 105:19AM 105:31AM 105 36AM 105 45AM 105:51AM 05:55AM1f 05:58AMj`` 06:12AM 106:22AM t06:35AM 106:44AM106:49AM1106:54AM1107 j06:16AM) 06:26AM1106:42AM1106:52AM 107:05AM1,07:14AM)07:19AMj 07:24AM1 07 [06:49AMIL06:59AMiI07:15AM 07:25AM 07:38AM 107:47AMIi07:52AM] 07:57AM 108 108:17AM1i08:22AM1 08:27AM1 08 08:50AM1,08:55AMIF0-99 108:29AM1108:45AM 10855AM 09:09AM 109:18AM),09:24AM1109:28AM1 09 09:02AM1109:16AM €09:24AM I09:38AM r09:47AM1109:53AM 109:57AM1 10 i09:46AMa109 54AM 10:08AM 10:17AM 110123AM 110:27AM110 110:17AM 110:25AM 10:39AM1i�10:48AMjI10:54AMt 10:58AM1 1 11 04:44AM 04:54AM 05:00AM r05:1 05:21AM' 05:31AM 05:37AM [05:44AM105: 54AM I06:01 AM 06.14AM1106:27AM 106:34AM 05 48AM 05:56AM '08:45AM 02:47PM 03:58PM 11:29AM 01:29PM 04:05PM 104:45PM 104:58PNg05:05PM 05:15PMI 05:28PM1105:35PM 106:05PM 106:40PM 05:45PM F06:20PM1 05:58PM 06:33PM 07:19AM 12:43PM 03:15PM 09:32AM 01 22PM 01:52PM 02:37PM !V2 02 05:21PM1`05 30PM1 05:46PM1105 54PM'i06:{18PM 106:18PMI'06:24PM1 06:29PM 06 05:51PM1106:00PM 106:16PM1106.24PM„06:38PM1106:48PM,06:54PM106:59PM 107 10621PM 06:30PM 106:46PM '06:54PM 107:08PM 107:15PM107:19PM1107:23PM17 07:24PM107:35PM )07:46PM) 07:50PM 07 06:56PM [07:05PM 07:18PM 07:42PM Route J f6l WHEELCHAIR BIKE ACCESSIBLE ACCESSIBLE S. RoY)/p a) a CB o n 0 Miami International ■ Airport as CORAL GABLES SW 40 St Douglas Road Metrorait Station < NW 36 St NW 36 SI Allapattah Metrorait Station E 3$ St 72St 0 d Q to MIAMI' BEACH w U ro 41 St T 44 St CC In 0 U North Map not to scare • MDT - Route Schedule 1 1 A ,11 1- 1} A 1) E Page 1 o i 2 TRANSIT INFORMATION: 305-770-3131 Residents South of S'.I 215 St 30,5-89 ; -3131 TTY Users (tor dearTard o[ hearing) 305-554.5530 Monday-Fr:day. 6 a.m to 10 p m. W'eeke.^.ds, 9 a.m. to 5 p m. vA w rn!amdade-gov ROUTE J SCHEDULE SERVICE: EEKDAY DIRECTION: EAST BOUND Douglas Road Station Coral Hagler Way St & & 42 LeJeune Ave Rd 104:20AM 04:26AM 04:31AM 04:5OAM [04:56AM 05:01AM 105;20AM 105:26AM 105:31AM 05:37AM105:43AM1 05: 53AM1i06:00AM',06:06AM 10613AM]106:20AM106:26AM 106:33AM1 06:40AMi106:46AM •:06:44AM'06:51 AM 05:48AM '06:57AM 07:04AM 107:13AM1,07:19AM1 107:19AM1107:28AM1107:34AM 107:34AM 107:43AM1[07:49AM 07:51 AM1108:O0AMMiIO8:07AM 108:11 AM1108:20AM 08:30AM 08:39AM' 108:56AM1109:05AM 109:26AM1j09:35AM 0956AM110:05AM110:1 1 AM 110 26AM:10.35AM 110:56AM 11:05AM 111:11 AM 11126AM'111:35AM1 111:55AMj 112:04 PMJ112:1 1 PM [12:25PM1112:34PM 112:55PM1101:04PM I01:11PM 01:25PMJ101:34PM1[01:41 PM 1101:40PM1 01:49PM 10827AM 08:46AM[ 09:11AM 09:41AM 10:41AM 11:41AM 12:41 PM 102:00PM1 102:20PM 102:40PM 02:59PM€ 02:09PM 02:29PM 02:49PM iO3:08PMI 01:56PM 02:16P 02:36PM 02:56PM 3:16PM ,04:39AM 104:44AM1104:47AM1104:48AMq 04.56AM '5:03AM1'r05:10AM 05:13AMJ[2 105:09AM1105:14AM 105:17AM1J05:18AM1 05:33AM1105:40AM [05:43AM1o 05:39AM 05:44AMj105:47AM1 05:48AM€105:56AM 06:05A,MJ 06:12AM 106:15AM 0 05:56AM 06:04AM [06:07AM`106:08AMIil` 06:17AM 06:26AM]106:33AM 06:36AMJ10 106:13AM j06:21A v 106:24AM ,06:25AM 06:34AMj106:43AM 10650AM 106:53AM1r 106:33AM 106:41AM106'44AM1106:45AM1` 06:54AM 107:05AM1107:12AM 07:17AM1[0 106:53AM 107:01AM 07:04AM11:07:05AV107:16AM {[07:27AM'1107:34AM [07:39AM Q [07:06AM 107:14AM1 07:17AMj07:18AM 1 07:29AM 107:40AM1]07:47AM 10752AM1 O 07:28AM,1107:36AM I07:39AMI 07 40AM1[07:51AM 108:02AM110609AM][08:14AM110 107:43AMj107:51AMjf07:54AMiL07:55AM 108:06AM 1108:17AM1108:24AM1 107:58AM1 08:06AM1108:09AM 1108:10AMi108:21 AM 08:18AM 108:26AM1l08:29AMI 08:30AMa 108:38AM1108:46AMJ108:49AM1108:50AM1109:01AM 08:41AM 08:57AM1 09:06AM 109:09AM1109:10AMj 109:22AM [09:31AM 109:34AM109:35AM 09:46AM 110:04AMi1 10:05AM11 10:16AM 110:22AM1 10:31 AM1110:34AM1110:35AMI1 10:46AM 10:52AM1 111:04AM711 05AM1 11:22AMj111:31AMi 11:34AM1111:35AMj= 11:46AM 112:04PM1 112:34PM1112:35PM1 12:52PM1101:01 PM1101 04 PMj01:05PM1101:16PM 01:22PM1j01:31 PM1101:34PMJ 01:35PM11 01:46PM 01:52PM1102:01 PMM 02:04PM[02:05PMj 02:07PMI102:16PM1J02:19PM1102:20PMJ 102:39PIM11r02:40PM1 09:21AM 09:52AM 10:01AM, Miami Intl Airport NW 36 NW 36 St& St& 42 Ave ; 33 Ave € I 1 NW 36 1i 5t IAllapattah 32 Ave 11 Station NE 36 Stll 41 St & €i & Alton Biscayne, Rd Blvd 41 St & Collins Ave Is 05:26AM 11:16AM 11:52AM 12:22PM 11:01AM 12:01 PM 12:31 PM 12:05PM 12:16PM 12 46PM 02:27PM 02:47PMJ 03.07PM 102' 36PM • 02:56PM 03:16PM 03:27PMj 03:36PM' 02:59PM 03:19PM 03:39PM 03:OOPM 03:20PM 03:40PM? 02:16PM 02:31 PM 02:51 PM 03:11PM 03:31PM 03:51 PM 08:32AMr08:39AM 108:52AM1108:59AM 09:11AM1109:19AMI 09:31AMJ 109:45AM 09:56AM1110:04AM 110:10AMJ11 10:26AM1110:34AM 10:40AM7 10:56AMIf r11:1OAMjl1 [11:26AM1111:34AM 111:40AM 51 11:56AM1112:04PM 1 12:26PMi '1 12:56PM1 01:04PM] 01:10PM L0 10126PM101:34PM [01:40PM1'0 101 56PM1102 04PM1102:10PM1 0 02:26PM1j02.34PM1102:40PMi0 [02:41 PM1102:49PM 02:55PMj 0 03 01PM103:08PM 103:13P40 08.29AMo 0 Ip EO 08:44AM 109:05AM 09:25AM 0321PM 03:41 PM 04 02PM1 09:39AM 11:04AM 12:34PM 03:28PM 03:48PM 04:09PM, 12:10PM 12:40PM 03:33PM 03:53PM 0414PM 16 5 MDT - Route Schedule 03 19PM103:28PMj[03:36PMj(03:47P 103:37PM E03:57PM1 104:17PM1 104:37PM j04:57PM 05:17PM E05:40PMI 106:03PM 106:37PM[ 07:09PM 07:16PM [03:46PM 04:06PM 04:26PM 04:46PM 05:06PM 105:26PM 05:49PM 06:11PM 06:45PM j08:10PM I09:10PMI I10:19PM 11:19PM 08:17PM, 09:17PM 10:26PM 11:26PM 03:54PM 04:14PM [04:34PM 04:54PM 05:14PM 05:34PM 05:57PM 06:17PM 06:51 PM 07:21PM 08:22PM [09:22P 10:3OPM 11:30PM 04:O5PM 04:25PM 04:45PM 05:05PM 05:25PM` 05:45PM[ 06:08PM 06:27PM 07:01 PM 07:31 PM j08:32PM [09:32PM 10:39PM [11:39PM 03:56PMj103:59PM104:00PM 104:11 PM 04:19PM104:2OPMf[ 04:31 PM 04:39PM[04:4OPM1 04:51 PM 04:56PM1 04:59PM] 05:00PM1 [05:19PM [05:20PM[ [05:39PM1105:40P40551 PM 04:16PM 04:36PM '05:16PM 05:36PM 05:56PM 06:17PM 06:36PM 07:06PM 07:36PM 08:37PM 05:11PM 05:31 PM 05:59PM' 06:20PM 06:OOPM 106:21 PM1 I06:39PMj[06:40PM 07:09PM[07:1OPM} 107:39PMi107.40PM[ j08:40PM[08 41 PMk 09:37PM[I09:4OPM,':09:41 PM''H 09:49PM 110:47PM00:48PM (10:56PM 11:47PM0 1:48PM[[ 11:56PM 06:10PM' 06:31PM 06:50PM 07:18PM 07 48PM 05 49PM 10:44PM 11:44PM Page 2 of 2 [04:22PM1104:297M,1104:34PM['0 104:42PM 0449PM1104:54PM[I0 05:02PM[05:O9PM 105:14PM]I6 05:29PM][05: 34 PM 05:42PM 105:49PM!105:54PM1[0 06:02PM[06:09PM[106:14PMj10 06:19PM106:26PM' i0 06:40PM]r06:47PM, 0 06:59PM[[07:O6Pr407:11 PM �0 [07:32PM [07:37PM 0 07:56PMJ 08:02PM I08:O7PM i0 08:57PM 109:03PM[09:08PMj 0 09:57PMII10:03PM00.07PM111 11:04PM€ 1 12:O4AMI 112:13AM[L 05:22PM 07:26PM 11:09PM 12:09AM 06:31 PM 06:52PM 11:13PM CLOSE WINDOW 1 MDT - Route Schedule M I A;\1 I- 1) A 1) E -]!'.'''.Sit. Page 1 of TRANSIT INFORMATION: 305-770-3131 Residents South of SW 275 St 305-891.3131 TTY Users (Tor dear/hard of nearing)• 3005-654-6530 Monday -Friday, 6 a m to 10 p m Weekends. 9 a.m to 5 p m. v. ww miamidade gov ROUTE J SCHEDULE SERVICE: WEEKDAY 72St & Collins 1i Ave 41 St& Indian Creek '05:30AM 105:39AM 05:50AM1106:01AM 106:10AM106.21 AM 06:30AM1106:41 AM 1 06:50AM107:O1AM 1J07:10AM 107:21AM1 10734AM107:45AMI1 107:55AMr08:06AM) 08:15AM1i08:26AM1 I08:35AMI108:46AM 23 St & Prairie Ave 43 St Michigan Ave 41 St & Alton Rd 05:43AM DIRECTION: WEST BOUND 05:48AM 06:05AM 06:12AM 106:25AMI 06:32AM 106:45AM1 06:52AM1Z 07:02AM 107:13AM f107:06AM1107:14AM NE 36 St ? N`A136 I NW 36 Miami I' & Station 32 St & St & I St & Intl} Biscayne Ave 33 Ave 42 Ave ! Airport Blvd Ji 0530AM 05:39AM i05:48AM 05:49AM1i05:54AM105:59AM IO 05:57AM J 06:07AM 06:08AMl106:13AM 106:20AM 0 06:22AM [06:32AM 106:33AM 106:38AM1106:45AM 0 06:42AM ;06:52AM 106:53AM106:58AM1107:05AM 0 107:14AM1` 07:19AM1107:26AM l0 1 07:24AM i 07:35AM1107:36AMj1,07:41AM 107:48AMIL 07:26AM1107:34AMf 07 44AM 07:55AMf 07:56AMj0 108:01AM 108:10AM 107:58AM] 08:08AM [108:19AM1 08:20AMI 08:25AM1 Allapattahf NW 36 08:54AM1109:05AMj 09:19AM1109:30AM1 1!09:49AM110:OOAMI 1110:19AM I10:3OAM 10:49AM1111:OOAM 11 1:19AM 111:30AM 1:50AMjI12:01PM 1220PM 112:31 PM) 112:50PM1101:01PMj 01:19PM 101:30PM ,01:48PM101:59PMll 02:18PM42:29PMJ 02:38PM1102:49PMJ 03:03PM1103:14PM1 03:23PM] 03:34PM1 !03:43PM 103:54PM If . i€ . 07:50AM 08:34AM f : 1108:11AM1j08:19AM;108:29AM r`08:40AMI 08:41AM1108:46AM 108:55AMJ10 1108:31AMj108:39AM 08 49AM 09:OOAM 09:01AMii09:06AM1109:15AMi2 1108:51AM1108:59AM1109:09AM : 09:2OAMI 09:21AMi 09:26AM1 09:35AMIf0 109:11AM1109:19AM109:28AM 09:39AM 09:40AM 09:45AM 109:54AMT 1 09:36AMi09:44AM [09:53AMj110:O4AM1110:05AM1(10:1OAMi110:19AM L 02:45PM 10:06AM 10:36AM 11:06AM 10:14AM1 1023AM10:34AM110:35AM1110:40AM El 00:44AM 110.53AM ;'!11:04AM1111:05AMj 11:10AM1111:19AM L 111:14AMi111:23AM I`1 1:34AM1111:35AM111 1:40AM 11:49AML1 11:36AM1{11:44AM1 11:53AM! 12:04PM},12:05PM02:10PM i1 12:24PM i 12:35PMj, 12:36PMj 112:37PM1 12:54PM 1 01:05PM101:06PM'101:11 PM1101:20PM 10 01:07PM :1 01:24PM "01:35PM 01:36PM1 0 01:44PM1 01:53PM 1'02:04PM102:05PM1 0 02:05PM-j102:13PM 102:22PM 02:33PM1102:34PM 102.39PM102:48PMj 0 02:35PM1102:43PM] 02:52PM ?:03:04PM103:05PM';103:10PM 103:20PM10 1[02:52PMj102:59PM103 09PM :,03:22PM1 : li : f` 102:55PM 103:03PM103:12PM 1'03 24PM1-03:25PM1,03:3OPM 103:40PM1, 103:20PM j03:28PM1 03:37PM I103:49PM 10350PM !03:55PM 104:07PMIO 12:07PM 12:15PM 12:41PM 10:49AM, 12:19PM 12:50PM 01:36PM 03:55PM, 12:45PM '01 5PM 01:41PM 02 10PM 103:40PM 103:48PM)103:57PM 1104:O9PM 04:15PM 104:00PM 104:07PM 04:16PM104:28PM 04:29PM 104:34PM 104:02PM1104:09PM1 04:19P00432PM11 : 1 04:1OPM 01:50PM 02:19PM 04:27PM 04:46PM MDT - Route Schedule 104:04PMjf 04:15PMf [ I1 104:24PM1104:35PM 04:44PM1 05:04PMI 1.05:24PM 105:44PM 05:55PM 04:55PM 05:15PM 05:35PM 06:15PM 106:55PM 07:35PMj[07:45PM 108:15PM 108:55PM109:05PM 109:45PM f 10:40PM110:49PM 06:25PM 07:05PM 08:25PM 09:55PM 111:49PM1 11:58PM ,12:23AM1 Page 2 of 2 04:21PM [04:28PM11 04:37PM 1104:49PM;104:50PM' 04:55PM1105:07PM110 04:41PM1104:48PM 04:57PM 105 09PM1105:10PM![05 15PM]105:27PM Q j05:29PM[ 05:30PM] 05:35PM105:47PM 3 05:49PM1 C06:07PMlF 05:41 PM 05:48PM [ 05:57PM 106 09PIVI1106:10PMj 06:15PM1f 06:24PM [06:08PM][06:17PM 106:28PM 06:29PM 06:34PM]f06:43PM15 106:30PM1 06;37PM 06:46PM 06:57PM106:58PM1107:03PM l07:10PM 0 07:10PM 107:33PM[ 07:34PM1 07:39PM [07:50PM] 07:57PM1 08:04PM 1 08:13PM 108:14PM108:19PM 108:26PM 10 108:53PM1108:54PM1 08:59PM1109:06PM €? [09:10PM]f 09:17PM 09:24PM!'09:33PM 109:34PMIj09 39PM1 LO 10:06PM11 10:13PM 00,22PM1110:23PM1 110:34PM1 1 0:59PM, 1 1:06PM 1 1 1:15PM1I11:16PM1111:21 PM1 11:27PM]R 1 12:14AM 1112:23AM 112:24AM 112:29AM 12:35AM 11 12:32AM1 12:39AM 112:48AM1 r 05:01 PM 05:21 PM 05 08PM 05:28PM 05:17PM 05:37PM 06:01 PM 08:30PM 07:17PM 08:37PM 07:24PM 08:44PM 10:OOPM (10:53P 12:02AM 12:27AM 12:07AM 05:50PM 05 55PM 10:28PM 07:46PM 09:46PM CLOSE WINDOW • 1 • Legend Route 7A' ... - •■ Dolphin Mali! MDCC Downtown Campus Route 7 ram,.,_, Miami Springs! MDCC Downtown Campus z `17St 14 St ■ -4-r Dolphin ■ , I Mall Miami International Mail • Fontainebleau Park z f31vd North Map not to scale Route 7A Only NW7St z cc Canal St = ',A e • ) ra m Mali• e4 NI O1 the r Americas I z W Fiagler St u3 Miami Intl �rrr r Airport WEST DADE MIAMI SPRINGS n, 4p�a 0a Route 7. Only c NW36St NW � S or tt c w NW 7 St 0 ,z NW 4 S LITTLE HAVANA 4 0 rti z NW6St Route 7 8 St Government Center Metrorali Station a Overtown/Arena Metrorait Station 0 5 St u.t SWISE 1 SI NW/NE 6 SI MDCC • Downtown Campus Downtown Bus Terminal 0 MDT - Route Schedule M 1 A M 1- 1 A D Page 1 of 2 TRANSIT INFORMATION: 305-770-3131 Residents South of SW` 216 S:- 335-891-3 131 TTY Users (for deaf/hard of hears,,: 305-554-553er Manday-Fnday, 5 a rn to 10 p m. Weekends. 9 a m to 5 p m r-:am:CaCe yor, ROUTE 7 SCHEDULE SERVICE: WEEKDAY DIRECTION: EAST BOUND 1 Dolphin Mall Miami Internet Mali Mali of the Americ as 104:50AM 11 : '05:24AM 105:31AM1105:44AM I 106:05AM106:12AM 106:29AM 06:36AM1 06:43AM1 !07:16AM1107:23AM1 07:04AM 07:44AM' 07:56AM1108:03AM 108:24AM1 Eh E 08: 38AM' 108:45AM 1109:06AM,1 11 1 109:20AM 109:29AM€109:46AM1 09:41AM1109:50AM1 110:21AMI110:30AM1 10:47AM 111:01AM1111:10AM1 i I 11 1 41 AM1111:50AMJ112:O7PM 12:21 PM1112:30PMi;12:47PM : IL : 12:59PM 101:08PM1101:25PM 1 1 1 01:38PM 102:O4PM 10:07AM 11:27AM Flagler & 72 Ave Hook Square 04:53AM' 05:47AM 06:33AM 07:10AM 1 07:50AM 1NW 36 St 1 Miami: i' NW 7 St & 1 Intl / ji & 42 Ave li Airport 42 Ave 1[ N'Af 7 St SW 1 St SW 1 St 11 & & Miami 22 Ave 1 0s 11 Ave lE • ]105:04AM 05:11AM 05:23AM1105:28AM1 11"05:16AM1 05:23AM 1105:28AM 1 05:34AM 10541 AM' 05:53AM 1105:58AM : j : I105:58AM 106:07AM 106:23AM1,06:28AM1 106:02AMJ, 06:09AM 1106:15AM1106:23AM 106:32AM'106 48AM 106:53AMJ C I06:47AM 06:56AM 07:12AM 1,07:18AM1 06:42AM1106:49AM 1 06:55AM 1 07:05AM 1 07:16AM 07.32AM 1f07:38AM1 :• 1 07:25AM 107:36AM '07:52AM107:58AM1 107:28AM 107:35AM1 07:45AM 07:55'AM '=08:12AM 108:18AM : : 1108:O5AM 1 08:08AM 1L08 15AMi08:25AM L : 1108:45AM 07:20AM : 1108:00AM 08:30AM1 09:1 1AM] : 09:51AM 10:12AM1 10:52AM1 L 08:41 AM 09:21 AM 110 2 AM 11:01AM 08:16AM 108.32AM 1 08:38AM1 08 36At 1 08 52AM 1108:58AM1 08:56AMV9:12AM 08:49AM 1108:56AM',[!09:06AM110916AM 0932AM1109:38AM1 : 1 : 1i09:26AM1 09:29AM 109:36AMj109:46AM • : 1r 10:O6AM' 09:18AM 09:36AM :109:52AM 110:12AM 11032AM 10:38A 09:56AN1 10:16AM 09:58AM 1 Q:18AM : i 10:26AMjr10:36AM111O:52AM 10:29AM 1110:36AM11110:46AM1110 56AMI' 11.12AMJ : 11 : 1111:06AM 1 11:16AM [ 1 1: 32AM 1 11:09AM 111:16AM1111:26AM ,11:36AM1' 11:52AM [11:58AM1 111:49AM 10:58AM1 111:18AM 11:38AM 11:32AM1 : 111:46AM111:56AM1 12:12PM 111:41AM 112:16PMj1i2:322PM1112:38PM1 12:12PM11 : L : 1[ : f 12:26PM1112.36PM 112 52PMJ 12:58PM1 1221PM 112:29PM 1 12:36PMJ12:46PM 12:56PO1 12PM1101:18PM 12:52PM1 : 1( : 1101:06PM1101:16PM1'01:32PM1101:38PM1 01:01 PM1 01:09PM 1101:16PM _01:26PM i10136PM 01:52PM 1101:58PM1 r01:30PM I : 01:44PM 01:54PM)'02:11PM' 10138PM 101:46PMj[01:53PMf 102:03PM 1102:14PMj102:31 PM1102:38PM1 02:09PMj : 1102:23PM 02:34PM 102:51 PM 02:33PM1102:43PM 02:54PM j03:11PM 1 '01:47PM 12:18PM 02:18PM 02:17PM 02:26PM 11:56AM. 12:06PM 02:58PM 03:18PM 11 11 11 MDT - Route Schedule 16PMIi02:25PM 02:42PM] 02:47PMII 102:54PM[03:03PM 103 21 PM 1 03:33PM1103:42PM 104:01 PM I : 104:14PM1104:23PM 04:42PM I04:55PMi105:04PM i05:39PM1105:48PM ,06 47PM 05:23PM 06:07PM 03:27PM 4:07PMI [04:48PM 05:29PMI 106:12PM 02:57PM 03:38PM 04:18PM 04:59PM 05:41 PM i06:56PM 107;14PM] r 07:18PM 107:50PM107:58PM 08:14PM 08:18PM] J08:43PM I08:51PMI 09:07PMI 09;11PMI 09:52PM; 10:05PM 10:09PM] 09:45PM ,10:00PMI f10;30PMI 10:07PM 10:37PMf 10:20PM 10:50PM 06:35PMj : If [03:03PMII03:14PM j 03:06PMj 03:13PM j03:23PM I I 103:43PMI 10147PM 03:54PMH04:04PM : 1104:24PM 04:27PM104.34PMIi04:44PM II 05:15PMI 05:08PM 1 05:50PM J 06:43PM Page 2of2 103:31PM103:38PMH, 03:34PM I03:51 PM103:58PM 03: 54 PM' 04 11 PM,104:18PM,',' 04:15PM t104:31 PM1 04:38PMi 04:35PM1_iO4,51PM 104:58PM€ 04:55PMj 05:11 PM 05:18PM1!, 05:05PM1105:15PM I05:31PM11,05:38PM 05:51PM 105:58PM1 [05:56PMj106:12PM 06:18PIv1il 06:17PM I06:32PM 06:38PMj 06:37PM1106:52PMf f 06:58PMih [07;09PMj107:23PMI107:28PMii 07:39PM€'f07:53PM 07:58PM,` 08:09PMJ 08:23PM 08:28PM 1 08:53PMI 08:58PM1 09:11PM 109:23PM,L09:28PMii 109:43PM 109:48PM 1 10:29PM I! 10:41 PM 10:46PMfi : IJ : II :1 05.25PM 05'46PM 05:57PM F106:07PM : 106:27PM 106:50PiM 07:00PM : 07:30PM 07 50PM1 08:00PM 08:30PM E08:53PM1109:03PM : 1109:23PM :10:21PM 05:35PM 08:39PM, 09:31 PM CLOSE WINDOW w uP Lejeune Rd Miami Intl Airport (Lower Level) a 4 CNI eJeune Rd NW 36 SI NW21St N � z Allapattah I Metrorail Station L Tri-Ralf Airport Station West Flagler St NW 36 SI Omni Bus Terminal Government Center Metrorail Station NW/NE 1 St I �f— Irurr•1111w11` s, SW/SE 1 Si i L. 0 m Airport Owl f�l ww[ LCI4Au mitt ACCF SSrsir ACc{SSIBLe Julia Tultle Cswy Lincoln Rd Arthur Godfrey Rd w 0 0) c Mawirrl/Gr 5 St 3 k'ir North Map not to scale as Q MDT - Route Schedule • Zfirl 1I I A M I- D A D E: —. � r. Page 1 of 1 TRANSIT INFORMATION: 305-770-3131 Residents South of SW 215 St 305-891.2131 TTY Users (for deaf/hard of hearing): 305.554.6530 Monday -Friday. 6 a.rn. to 10 p m, Weekends, 9 a rn to 5 p m. vrvw miamidade gov ROUTE AIRPORT OWL SCHEDULE SERVICE: MON-THU DIRECTION: CIRCULATOR (CW) Miami Miami Intl NW 36 St NE 36 St 41 St & Lincoln Rd ' �Metrn-©ode Flagler Miami f ! Miami ,[ Airport Tri Rail j J Airport & 32 Ave & Biscayne Blvd Indian Creek & Wash. Av Government Center St & 42 Ave Intl Airport p i Airport Tri-Rail II i 11:47PM(i 1 1:50PM 11:59PM 12:47AM 12:50AM 12:59AM r01:47AM! 01:50AM 1 01:59AM 102:50AM 02:58AM 103:47AMj 03:50AM II 03:58AM [04:37AM[04:40AM j 04:48AM 105:37AM 05:40AM iI 05:48AM 02:47AM' 12:14AM 101:14AM 02:14AM 03:13AM 04:13AM 05:03AM 06:03AM 12:23A 01:23AM 02:23AM 03:22AM 04:22AM 05:12A 106:12AM 12:31AM 01:31AM 02:31AM 03:30AM r 04:30AM 05:20AM 06:20AM 12:54AM 01:54AM 02:52AM [ 03:51AM 04:51AM 05:41 AM 06:41 AM 01:11AM 02.11AM 03:09AM [04:O8AM [05:08AM 05:58AM1 L06:58AM l[07:05AMf 101:18AM 101:21AMII [02:21AMI 03:16AM] 03:19AM. [04:18AMI, I05:18AMI 06:08AM 07:08AM1! 02:18AM' 04:15AM 05:15AM 06:05AM CLOSE WINDOW MDT - Route Schedule Rai ". 11 1 A M 1- 1) A 1) E: 1i T Paee 1 of 1 TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St: 305-891.3131 I Y Users (for deaf/hard of hearing)_ 305-65-:-6530 Monday -Friday. 6 a m to 10 pill. 4Veekerds, 9 a.m. to 5 p.m. avww.rniamidade goy ROUTE AIRPORT OWL SCHEDULE SERVICE: FRIDAY DIRECTION: CIRCULATOR (CW) Miami Miami Intl 1 NW 36 St NE 36 St 41 St & I Lincoln Rd ' &Wash. j Metro Dade Flagier Miami Miami Airport Airport 32 Ave BiBlvddne Indian ,Government Av St Intl Airport Tri-Rai! I Creek I Center L & 42 Ave Airport I Tri-Rail E i 11:47PM 11:50PM 12:47AMJ 101:47AM 01:50AM 02:47AMI[02:50AM 03:47AM 04:37AMI I04:40AM 12:50AM 03:5OAM 05:37AMIJ 05:40AM 11:59PM 12:59AM 01:59AM ! 02:58AM 03:58AM 04:48AM 05:48AM 12:14AM 01:14AM 02:14AM 03:13AM 04:13AM 05:03AM 06:03AM I 12:24AM 12:32AM 12:57AM 01:24AM j 01:32AM [02:23AMMM 02:31AM 03:22AM 04:22AM 05:12AM 06:12AM 03:30AM 04:30AM 01:57AM 02:54AM j 03:53AM 04:53AM 05:20AM ij 05:43AM 106:20AM 06:43AM 01:14AM 01 22AM 01:25AMi 02:14AM 02:21AMIf02:24AMI r03:11AM 03:18AM 03:21AM1 04:10AM" 04:17AM 04:20AM 05:10AM 05:17AM 05:20AM I06:OOAM 106:07AM 06:10AMI 07:00AM 07.07AM 107:10AM CLOSE WINDOW 1 • MDT - Route Schedule At 1 A ram M 1 - 1) A 1) E . Y Jj 4- Fr \ X : .C�, 4�Y v�\i"aGr Page 1 of 1 TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-691-3131 ITY Users (for deafTard of hearing), 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. ww 1amidade.goy ROUTE AIRPORT OWL SCHEDULE SERVICE: MON-THU DIRECTION: CIRCULATOR (CC) Miami Airport Tri-Rai! 11:17PM' 12:17AM1 01:17AM 102:1 7AM 03:17AM 04:17AM 05:07A Miami Intl Airport Plagier St & 42 Ave SW 1 St & 1 Ct Lincoln Rd & Wash. Av ' 41 St NE 35 St & & Coffins Biscayne Ave € Blvd NW 36 St & !Miami Intl' 32 Ave Airport 1 II Miami Airport 11 Tri-Rail 1 11:20PM 11:28PM 1 11:45PM 12:05AM 112:13AM 12:24AM 12:41AM - 1 12:52AM 1 12:55AM 12:20AM 01:20AM 12:28AM 01:28AM j i 02:20AM 1102:27AM E 03:27AM 104:27AM 03:20AM 04:20AM 05:10AM 05:17AM 12:45AM 01:45AM 02:44AM 03:44AM 04:44AM 05:34AM 01:05AM 1101:13AM? 01:24AM 02:05AM 1j02:12AM!1 02:22AM 03:04AM 03:11AMI 03:21AM 04:04AM 104:11AM 04:21AM 05:04AM 1105:11A41 05:21AM 05:54AM 106:01AMII 06:11AM 01:41AM 1101:52AM] 01:55AM1! 02:39AM J02:49AM j02:52AMJj 03:38AM 03 48AM 03:51AMUil 04:38AM 04:48AM 05:38AM 1105:48AM 1 06:28AM 06:38AM 04:51AMj` 05:51AMI 06:41 AMJi CLOSE WINDOW MDT - Route Schedule 1I 1 A NI I• 1) A I1 E • l Page 1 of' 1 TRANSIT INFORMATION: 305-770-3131 Residents South of SW 21.5 St.. 305-591-3131 TTY Users (for deaf hard of hearing) 305.654-6530 Monday -Friday, 5 a m to 10 p m. Weekends. 9 a m. to 5 p m www miamida4e gov ROUTE AIRPORT OWL SCHEDULE SERVICE: FRIDAY DIRECTION: CIRCULATOR (CC) Miami Airport l Tri-Rail 111:17PM 12:17AM' Miami Airport 11:20PM 12:20AM Fiagier St & 42 Ave 11:28PM 12:28AM 01:17AM1101:20AMi01:28AM 02:27AM 02:17AM !03:17AM1 04:17AM1 105:07AM1j 05:10AM 02:20AM 03:20AM 04:20AM 03:27AM 04:27AM 05:17AM SW 1 St & 1 Ct Lincoln Rd & Wash. Av 11:45PM )i 12:10AM 12:45AM 11 01:10AM 41 St ''NB 36 St &I NW 36 St &?'Miami Intl'; Miami 1� & Collins Biscayne 32 Ave , Airport i Airport Ave 1 Blvd Tri-Rail 12:19AMr 12:30AM j 12:47AM 12:58AM101:01AM 1 101:19AM,'.1 01:30AM 01:47AM jj 01:58AM „02:01AM'i 01:45AM ( 02:10AM H02:18At`t 02:28AM 02:44AM [ 03:06AM 03:14AM ' 03:24AM 1 1 03:44AM 04:06AM 1104:14AM''I; 04:24AM 05:14AMj1 05:24AM 04:44AM 05:34AM 05:06AM 05:56AM J 06:04AM i 06.14AM 02:45AM 102:55AM 1 02:58AMJ 03:41AM [03:51AM'1.03:54AMj 04:41AM 104:51 AM 104:54AMj 05:54AMj' 06:41AM {06:44AMj 05:41AM 1 06:31AM 05:51AM CLOSE WINDOW 1 FDOT LOS TABLES MUATS INFORMATION 1 • TABLE 4 - 4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS' UNINTERRUPTED FLOW IIICIIWAYS Lanes Divided 2 Undivided 4 Divided 6 Divided A 180 1,940 2,900 Level ofService B C D 620 1,210 1,720 3,140 4,540 5,870 4,700 6.800 8,810 E 2,370 6,670 10.010 STATE TWO-WAY ARTERIALS Class 1 (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D ' Undivided •` 400 1,310 1,560 4 Divided 460 2,780 3,300 3,390 6 Divided 700 4,240 4,950 5,080 3 Divided 890 5,510 6,280 6,440 E 1,610 Class 11 (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D E 2 Undivided •` 1S0 1,07D 1,460 1,550 4 Divided •• 390 2,470 3,110 3,270 6 Divided •• 620 3,830 4.680 4,920 8 Divided •` S00 5,060 6,060 6,360 Class 111 (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A Level of Service 9 C D E " 500 I,200 •• 1,130 2,750 •` 1,850 4,240 2,450 5,580 1,470 3,120 4,690 6.060 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750.000) Lanes Divided 2 Undivided 4 Divided 6 Divided 3 Divided A B •• Level of Service C D 490 1,170 1,310 2,460 1,310 2,880 4,350 5,690 E 1,420 3,010 4,520 5,910 Lanes Divided 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided NON -STATE ROADWAYS MajorCiry/County Roadways Level of Service A B C •• 870 2.030 3,170 D 1,390 2,950 4,450 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D •, `• 450 1,050 E 1,430 3.120 4,690 E 950 1,200 2.070 2,400 Interchange spacing? 2 rm. apart Lanes 4 6 8 10 12 A 2,310 3,580 4,840 6,110 7,360 FREEWAYS Level of Scrvicc B C D 3,340 5.350 6,510 5,930 8,270 10.050 8.020 11,180 10,110 14,110 12,200 17,020 Interchange spacing < 2 mi, apart Lanes 4 6 8 10 12 13.600 17,160 20,710 7,240 11,150 15,130 19,050 2 3, 000 Level of Service A B C D E 2,050 3,350 4,840 6,250 7,110 3.240 5.250 7,600 9,340 11,1SO 4,420 7,160 10,360 13.420 15,240 5,600 9,070 13,130 16,930 19,310 6,730 10,930 15,890 20.560 23,360 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based en roadway geometries at 40 mph posted speed and traffic conditions, not number ofhicyclistz 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 0-49% o 50.34% SS-100% A 300 240 630 Level of Service B C D E 310 1,310 >1.310 390 >390 >680 ••• PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph 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 advice volumes.) Level of Service Sidewalk Coverage A 0 C D E 0-19% •• •• •' 600 1,450 50-84a;, • • • • • • 940 1.300 85-10040 •' 210 1,030 >1,080 I3L5 MODE (Scheduled Fixed Route) (Buses per hour) ('lore; Botts per hour shown are only for She peek bone in IM Tuttle dirrss/ea of h,dher ,rarc flow; Level of Service Sidewalk Coverage. 0-34% 35.100% A >6 0 >5 >4 C >4 >3 p ?3 >1 Source_ Florida Dcpanrrment of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399.0450 htrp./; wwnv I I.myfiorrda.convplanning/systcrosismilos'dcfault.htm 02'22.02 ARTERIAL/NON-STATE ROADWAY ADJL'S'nIENTS DIVIDED/UNDIVIDED (alter corresponding volume by the indicated pc:cen() Lanes Median Left Turns Lanes Adjustment Factors 2 Divided Yes +5% 2 Undivided No •20°b Multi Undivided Yes 5°a Multi Undivided N'u 25'0 O`E•SW'A'r' F;\CILITiES Decrease corresponding two-direeuonal volunees an tits tdbie by 40% to obtain the couivalent one directional volume for one -,air faciIrtics. • En:, ,an,e does na, .an,[,ratc a ,tarsWar4 and rnauij b< aaevl oniy far ;snmi planning app..cai,ona The can puler maJc.a rtorr. r -e den.tJ eho;.J ea sl,.-: gar -rut- ,pc:, 7•s:rn,nf spp!,.u:ans The :lb, and :cent:.+; ;ampmcr roa4c!a ahauld nor be usej gar ramdur or ,nreneerron des,r. •here Marc twined :e:M,qun goat ' aisles shown are hourly two -tar Val.:nn tar Innis or 3n4 arc far ,tr. auiamob,ie :nick ma1e3 ant aal apec,riaa!!y ,,a,.•,l Lass! at .cr.,ce !rho. grata, 1 srrshMMJS arc praean:y ;WI ;ort,parxb:e acva1 model and. :hrr:ar.. :rasa mod,;: aa-rpa^.ons ib.a.a4d be made worn caarmn Fanhemrore, corebwn tens!. of r<rv,ce of diltcrem mo,ka ,mo one avenll roadway le•el of sent¢: 61,w1 mommended. To canner: to aanuat avea;=lady rel,uires muac b< d,vtdod by so apprupnarc K facree. The uble't ',npus value defaults ssrd level of set. or canna appear m dse fnlle.ind pads- CatcaLanasu are based as plarwnf app:,caa,ana of the M,shwsr Cspao,ry Manual, 8,cycte LOS Mode. Feelemnas LOS MadcI and Transu Capx,ly and Quakily of Server Mtanast, respecrieely for she rhob,te7 t. ►,eyete- pn4nn an lava hub males. "Cumin Br xhseved anus abbe mp111 valve- detiulu. •• `Vvr appl:cabbt far that €nti of armor Inner trivia- For ausumabileirrxt modes, volumes dabber Oast Intel or ten,.< 0 become F becarat insrnree,on copacaa-a hart been Rsc5ed. For bicycle aorta pedrshnan modes, rise level of vrr.,ce inner Irate F) it.aas aes:noble. bceaua<theft ,s no maximal, veh,cle volwn< ihresho!J as,nd nbie input value Jeflsl::a 91 ler TABLE 4 - 4 ,continued) GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S Urbanized Areas INPUT VALUE ASSUMPTIONS EONIN I I.N444441 to t I.44 c IA4'11f-I 11:ti 1.1..9,4 Ili w.4• HI I01.51'A1- 4 llAIl AI'A71 01\ I1(.7. N„u.lar n11l.l,WrIl Lows 4.12 4" 12 I 4-6 00449.4 49,W 01.1Jr1 61 13 5U 50 Kt its. ....4101pI14 7U GU 55 3S 11y0 343440474 knplh Iu111 15 0 lnte..I,.nsf - 41..,ny per ua.lr 7. $ 1 1,414A46I4,rl .I y 1r11 wit linrf 4.441 13 3..4arn 11 EJ 1 4 1 :. m+pn.linp Imo 80 ?awing 1061 ln.Y) n 1 NA113C ('lIAttAC-I I -II ISTICS 11..u.u.6 41461,190.5490 Gout el:l 00'71 00'73 0-11'75 00Y3 13arn1w.17 di..rAAA 441.1104 IISS 0.55 0.55 0S3 0.55 Peak heat&c.wl81711 095 095 0Y23 0913 11au r.pa[d 3 Iprphp1I 1700 2100 1lsaty vcl.:clr IK.crnl 6 0 4 0 2 0 10 I..04 al aJlu.wrcn. lad. m 091 1 e0 1.0 I 0 EN11110114'I Ib 1111-ty 5- AURA 111.S tits. A rl.n.I1 N411.S141. Nu.d. 411 Murcia Js.4r40446 16416441861' 1'41A31A1"11711.1I( 7. 41.5.4 4.1... 11 (7.4. 111 i'IAI. IV I.1.lur {'rll7C.4nl, 04109 S1,414441 (lass 11 41454 11 Hu. Nwllrl 01110090 l..w. 1 4- 6 6 2 4- 0 6 4 • 6 6 7 1-6 t 2 4-6 2-4 4 _ 4 I'I.rted.p.rJ Jnlph) 45 SO 50 45 45 43 35 35 11 10 )0 30 45 45 40 40 I sr. 11444,4 .04.641 ,061 10 5$ 55 50 50 50 411 40 413 33 11 35 50 50 45 45 61:64.46 lypr fa nr .11 n r r n r . n r r 0 t 4 n 4 4 I c 11 wrnlx.rs lr•,vl 5' 13 r y 3 Y 13 y r 47 r Y Y 1 4 1',.r.4 sh..I.J.A icy. kc f,ln In .1 Y Y n. SU':y Y t 1u1>ah: lass u.J.h 1111...I 1 I 1.45,94.414 cu.IJn,un 164 JI t S,J:. .-........- .... _ _--�..._. n.5v..y _.� ,F\p,.aJ. a.p,r,n,nl I. ¢ AI ].1...IIln,.1..r J+1.....,. A....,r 1n r 1 .. W, _...._ I 1.1t.. c 4.1.o....p I n,rl _._ .... _._............ II Ir>t . r 1 UV!} ...�......_..�. 01.15 1 5 5 U'1'1 ,.._...,,__. _ - ........ ._.. _.._�� - - ,.�.._... n n N 1A4111'171ANh4' 4111191405 __ _..._. , IF IS ! 10 9.,41.4 II 4J 1 F,,„,II'l l+{»5 055 0V!5 rl WI, 0$3 UY!} 1)0.11 ! 55 UY!5 1111,14 13 $ U'1,'S 1111V1 11 5 11!>5 IYrrO 15 0Y5 t311'1$ U 14 U •i I lull 1.5 0Y1 11005 U 11 11 Y!S IAA I1 U 41 ._. U1#+5 4111 U'1!4 IvW 1.5 045 IItr.5 _.... U 41 011Y5 T.... 11 51 U421 151.17 ._ -.. U 55 F Y!] E`.Ia. 0U'r5 U 11 64 1 14iM] 15 UY!_,_ 014•,5 _,........._ Co 5 4 Uti14�U�� 4'N�U 10 0WS I41N5 I .,3 lrwr la.. I1113 { Y'S 1'hMl I1 UY! U S] 14f.U1 10 U 15 _...._. �•R� .7.0____ W_ 11.,c ..Ivr>1ui 17.Ir r,n 1J.f1�r11 IWI.I 1v1.1 4YFN3 I'n111 1'NA3 20 UY6 1'11K1 !6 ll'!5 Mali rslw le RM.,. 10 20 lWr7 I.. al .J4uwn.:n110100 .6 40 42 10 041 20 OYt 1.5 090 IS 096 " ',...ins hum r..lu...l.lul,. sun. 0`15 09k 691 11.0 spar 01544504 12 42 12 1! 42 12 12 12 41 12 42 14 14 16 1} 12 �. 1159 111411. 411ANAt'14: 0451 ICS 13 .}nalsdu.lu/.aw,n1 Inldt i5 10 40 10 50 10 50 10 SO 1.0 l0 10 A1044743.40Il-6I 1yr.at 1A,.,.I 3 7 3 4 4 4 4 4 4 4 4 30 4 30 4 1 30 4 90 4 95.c E ..M knY.h J(1 ._ f I!U . 170 U4J ..,...._-,.. n 120 _ Uil I 4:U IIi4 . 12u a 1!U I+U / 450 1 I I I f / f . f -.- _.._�,Y_`!__'�_: -- .. _. _.� _.,_,. _....._.. II i4 04J fill044.----.---- 170 U 34 • lio 0 4i 474L 0 J4 450 0 43 120 0 120 O 11 17U 11 14 U 41 iF U 41 s1'i?i f)1 Vi2Vr('t 4rfliti 1 I .E lrlvar F I, . 111... Al I •7' I l:n.nL_ 1 I,., 4 A1S- 4 1a1. it h1S r�---- li.nnr Ir.t� 1 Sol... 1t44.r.r;r1.. 1.14., iV Il.na111, I-... I .n. ,,ItS. ]ti l I,, 11 I4441l.l3 __ rfl I:n+nY .4. 1-I... It1 _h11 1 I,.. IV h11 J.1,4.., l 114 ..,,,.7.... AIS A 9032 • 1$ . 01'1 <!1 >0Y17 024..- 11 .U37 • li 9037 <ll >0t1! . 9047 .11 911 a42 mph >3J ns4d. > 4S n54.h 5.211 44+2+1, a 2/mph>LI 7Ungd. =2i r1.�3. ' 25 n1!6'_ %F'7 ,h > 35 mph >Si mph.20.:r . 1E1.44 _ 941 .I -.__._. �415 __,,... 9014 .76 .064 <26 >0150 .:06i1 426 >11m14. ny.A >k1 mph >21 mph :71Hr ._25 <73 a15 >J IJ E <0Y0 <I) <0 lit <35 .6 0661 9011 913 >11 ny.h > I7ny.1. a14ny1h aVrt >17 - =3 <EW .45 95W 441 > 41 513 9400 > .4S >16 mph >Il nTls >EO mph 1'A >7040 nrld. >1l 935 ter 144.5 443 >2 I >I181 _45 -11111 >45 , _ 0S17 %I0u 034 •i6rnp1. a 31 mph <10 ngtl <]ml.h mtll <ISroll. .t0 u[ >6U.rr 955 >55 <11 >3.5 >I 41 vlc - l)c eland 10 C:Ipar sly k alin I-FS - Pine 111 I ,ce l l w Speed Al S - Average Travel Speed 0271170? 92 IP 1 Miami -Dade 1999 Validation Distribution Report DIRECTIONAL DISTRIBUTION SUMMARY ORIGIN ZONE 1- CARDINAL DIRECTIONS 1 TOTAL 1 NNE ENE ESE 'SSE SSW WSW WNW NNW 766 TRIPS 516 799 584 349 697 541 658 676 4820 PERCENT 10.71 16.58 12.12 7.24 14.45 11.22 13.65 14.02 767 TRIPS 449 556 634 361 577 539 633 546 4295 PERCENT 10.45 12.95 14.76 8.41 13.43 12.55 14.74 12.71 768 TRIPS 345 450 565 317 508 390 635 472 3682 PERCENT 9.37 12.22 15.34 8.61 13.80 10.59 17.25 12.82 769 TRIPS 291 254 234 226 354 536 139 560 2644 PERCENT 11.01 9.61 8.85 8.55 13.39 22.16 5.26 21.18 770 TRIPS 747 530 828 734 888 1004 645 833 6209 PERCENT 12.03 8.54 13.34 11.82 14.30 16.17 10.39 13.42 771 TRIPS 321 290 303 296 232 419 146 443 2500 PERCENT 12.84 11.60 12.12 11.84 11.28 16.76 5.84 17.72 772 TRIPS 397 427 415 328 360 483 323 245 2978 PERCENT 13.33 14.34 13.94 11.01 12.09 16.22 10.85 8.23 773 TRIPS 1027 850 831 670 608 674 612 518 5790 PERCENT 17.74 14.68 14.35 11.57 10.50 11.64 10.57 8.95 774 TRIPS 1041 1018 1005 905 817 1103 607 1369 7865 PERCENT 13.24 12.94 12.78 11.51 10.39 14.02 7.72 17.41 775 TRIPS 522 511 663 579 479 716 350 817 4637 PERCENT 11.26 11.02 14.30 12.49 10.33 15.44 7.55 17.62 776 TRIPS 213 215 266 189 213 257 149 324 1826 PERCENT 11.66 11.77 14.57 10.35 11.66 14.07 8.16 17.74 777 TRIPS 462 445 413 336 501 681 270 603 3711 PERCENT 12.45 11.99 11.13 9.05 13.50 18.35 7.28 15.25 778 TRIPS 81 79 71 60 97 125 55 126 694 PERCENT 11.67 11.38 10.23 8.65 13.96 18.01 7.93 16.16 779 TRIPS 603 766 574 481 622 682 455 882 5065 PERCENT 11.91 15.12 11.33 9.50 12.28 13.46 8.98 17.41 780 TRIPS 769 914 537 701 661 752 635 1057 6056 PERCENT 12.70 15.09 8.87 11.58 10.91 12.91 10.49 17.45 -54- 12/31/01