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Home My WebLink AboutTraffic Impact Analysis• • ,,, TRANSPORT ANALYSIS PROFESSIONALS, INC. 8701 S.W. 137th AVENUE • SUITE 210 • MIAMI, FL 33183-4498 • TEL 305/385-0777 • FAX 305/385-9997 FAX & MAIL September 22, 2004 Ms. Lilia I. Medina Assistant Transportation Coordinator City of Miami Office of the City Manager 444 SW 2nd Avenue Miami, Florida 33130 RE: Proposed Capiro Tower Development Updated Traffic Study Information Dear Ms. Medina: We have been requested to advise you of a recent change in development for the Capiro Tower development, which will be located at 300 SW 12th Avenue in the city of Miami. The developer's original MUSP application depicted 305 condominiums and 11,400 sfofretail. As we understand it the developer is modifying the development to have 328 condominiums and 10,000 sf of retail. Using the seventh edition of Trip Generation, as published by the Institute of Transportation Engineers (ITE), we compared the trip generation difference between the original MUSP and what the developer now wants to build. In our original traffic report we stated that there would be 186 gross PM peak hour trips with 305 condominiums and 11,400 sf of retail. Coincidentally, the new proposed site of 328 condominiums and 10,000 sf of retail will also generate 186 gross trips in the PM peak hour. Therefore, and in our opinion, we need not update any analyses or the traffic study for the proposed changes by the developer. If you need additional information regarding this matter, please call me at your convenience. S incerely, TRANSPORT ANALYSIS PROFESSIONALS, INC. Richard P. Eichinger Senior Traffic Engineer RPE/j a/4721 Enclosures cc: Lucia Dougherty, Esq. Raj Shanmugam (URS) Quazi Masood (UR.S) Javier Font, AIA Planning • Design and Engineering • Accident Reconstruction • State of Florida EB 3766 Summary of Trip Generation Calculation For 328 Dwelling Units of Residential Condominium / Townhouse 41I1September 22, 2004 • • Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Hour Total 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total AM Pk Hr, AM Pk Hr, AM Pk Hr, PM Pk Hr, PM Pk Hr, PM Pk Hr, 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 Generator, Enter Generator, Exit Generator, Total Generator, Enter Generator, Exit Generator, Total 5.37 0.00 0.07 0.00 0.34 0.00 0.41 0.00 0.33 0.00 0.16 0.00 0.49 0.00 0.08 0.00 0.34 0.00 0.42 0.00 0.29 0.00 0.16 0.00 0.46 0.00 4.92 0.00 0.23 0.00 0.19 0.00 0.42 0.00 4.22 0.00 0.19 0.00 0.20 0.00 0.38 0.00 1.00 1762 1.00 23 1.00 111 1.00 134 1.00 107 1.00 53 1.00 159 1.00 25 1.00 112 1.00 137 1.00 96 1.00 54 1.00 150 1.00 1615 1.00 74 1.00 63 1.00 138 1.00 1384 1.00 61 1.00 64 1.00 125 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 7-9 AM 4-6 PM 2-Way Volume: Peak Hr. Total: Peak Hr. Total: AM Gen Pk Hr. Total: PM Gen Pk Hr. Total: Sat. 2-Way Volume: Sat. Pk Hr. Total: Sun. 2-Way Volume: Sun. Pk Hr. Total: LN(T) _ .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 = 0.8 , 0.18 Enter, 0.82 .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 R^2 T = R^2 T= T = R^2 T = T = R^2 = 0.83 0.83 Exit 0.33 Exit Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • Summary of Trip Generation Calculation For 10 T.G.L.A. of Specialty Retail Center September 22, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 443 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 12 4-6 PM Peak Hour Exit 1.52 0.00 1.00 15 4-6 PM Peak Hour Total 2.71 1.83 1.00 27 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 33 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 36 AM Pk Hr, Generator, Total 6.84 3.55 1.00 68 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 28 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 22 PM Pk Hr, Generator, Total 5.02 2.31 1.00 50 Saturday 2-Way Volume 42.04 13.97 1.00 420 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 1.00 204 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 Mote: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • • CAPIRO TOWER RESIDENTIAL DEVELOPMENT 300 SW 12th AVENUE MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS AUGUST 2004 (Update) CAPIRO TOWER RESIDENTIAL DEVELOPMENT 300 SW 12th AVENUE MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANLAYSIS Prepared for Behar Font & Partners 4205 Salzedo Street Coral Gables, Florida 33146 (305) 740-5442 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Update August 2004 4721 • • • CAPIRO TOWER RESIDENTIAL DEVELOPMENT 300 SW 12th AVENUE MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 1 TRIP GENERATION 6 TRANSIT USE 6 SITE ACCESS 7 TRIP DISTRIBUTION 7 PEAK SEASON TRAFFIC ADJUSTMENTS 7 FUTURE BACKGROUND TRAFFIC 7 COMMITTED DEVELOPMENT 9 PLANNED ROADWAY EMPROVEMENTS 9 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 6 Table lA --- Adjusted Peak Hour Site Traffic Volume 6 Table 2 -- PM Peak Hour Traffic Volumes 10 Table 3 — Levels of Service 11 Table 4 -- Person Trip Corridor Analysis 13 Table 5 — Year 2006 Person Trip Corridor Analysis 14 FIGURES Figure 1 — General Location 2 Figure 2 --- Existing PM Peak Hour Traffic at Study Locations 3 Figure 3 --- Lane Use Geometry 4 Figure 3A — Lane Use Geometry 5 Figure 4 — Percent & Volume of PM Peak Hour Site Only Traffic 8 APPENDIX Appendix A — Traffic Volume Data & Geometry 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 Appendix G — Committed Development Appendix H — Reduced Site Plan CAPIRO TOWER RESIDENTIAL DEVELOPMENT 300 SW 12th AVENUE MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed multi -story residential condominium (with a minor retail component) to be located at 300 SW 12th Avenue 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) - SW 7`h and 8th Streets (one-way pair) - SW 12th Avenue (a four -lane roadway) Intersection Analysis SW 12th Avenue & SW 3rd Street - SW 12`h Avenue & SW 4th Street - SW 12`h Avenue & SW 6th Street (signalized) - SW 12th Avenue & SW lst Street (signalized) - SW 13th Avenue & SW 3rd Street SW 13`h Avenue & SW 4th Street EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in mid -June 2004. Figure 2 depicts existing PM peak hour volume at the three existing study intersections and Figure 3 and 3A illustrates intersection lane geometry. • DELO Street Atlas USA® 2004 S - n NW 21Si'. TEFt_. 0 --I = x r�r n rr+ NW 18TH TER z -0 rr, NW 20T. ST Highland P� NW 19TH ST W FLAGLER Sr. NW11THST x 4111 rn En co CAP IRO TOWER f -1 -. s'. A -. ,. IT 0 SA' STFi eT SR 9© rgT -c S w.._._SW6THST sR se rhV 19TH NW 18TH' D._.._...-_ ,7 ��.... - � .. ram a o ~ ' SW 11THST A.Th TER -. 0- _. _.-Bryan Park,± NNs 131.11 ST 7 3 G SW.41-. ST, ci>Fn SR53 NW 21STST.,. 1 NWT 18T'AST t NW 17TH ST NYV 17TH ST -i -1 _ � n . 41--.:.,t -- - hST...`'S� S z. .-_ Shli4TSVFi'i13r Shenandoah 4 } SINi5TH T S SW 3iH ST _ SVY 15HT a S4J- 5TH BT T SWi5THTI StiV1ETHST SW15T S SV 18 LATER SW 17TH ST -�SW 16TH ST a .. _ SW17 HST ' n .. SW 17TH ST SN 1TTH Lk - 5W 37zr4 TER ..,� �, SW1STHST - SW18THSI_ SW19T11ST N = rn n cry SW 18THST SW 215T 5T ---ty — SW 215T ST q ._ � > z -..-� ,-.y N N -.. -.> A n yr• T g rn m __ _ P SW'24T1Y S;• 54V2STH ER " SAMANArDRUP • to 41111 m SW25THS '�0 p� x z -SW 2s H TER , . Q _,' ',,, a' '.% : m A_ SN2ETHST- SW2FTrlBT y 09 ECHEE I3R --$W 2ETF1 iER_ �-'::�.-- SVE 5TH 57 d 2003 DeLorme. Street Atlas USAQ0 2004. www.deorme-com ..-. s • 4' T1 s STPO �Q -� General Location Map o r3 s C tP1 o 7�'0APO 1,�♦ p� 'Po �4 v i ryts�ti - ''°- O 04 S� ,f kall Hammo SW ST ST SW 14TH,,Sr Scaie 1 : 25,000 6c0 im nu) 1" = 2,083.3 ft Data Zoom 13-0 N NTS SW I st Street 63 LC) r L 313 849 —IP-- 144 —4k 03 SW 3rd Street 52 14 38 54 --pp— 'IL-- 42 116 24 —1 25 —P." 50 —4,1/4 0 LV) ) SW 4th Street •tr +.0 SW 6th Street t r N 6) CO Lf) NIL— 49 33 20 o f.$) 'Pk— 74 446 33 ASP Year 2004 PM Peak Hour Volume TRANSPORT ANALYSIS PROFESSIONALS FIGURE 2 3 N Nrs SW 1st Street NTS c co SW 6th Street Lane Use Geometry psi• TRANSPORT ANALYSIS PROFESSIONALS FIGURE 3 4 • N NTS SW 3rd Street SITE SW 3rd Street 41: SW 4th Street SITE a) a) SITE SW 4th Street SW 12th Avenue I 4 IISS Lane Use geometry Figure 3A PROFESSIONALS 5 • • • TRIP GENERATION Traffic generation by the proposed development is estimated using equations in the seventh edition of the Institute of Transportation Engineers' (ITE's) Trip Generation Report. The proposed land uses are 305-condominium units and 11,400 sf of retail at street level. 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 Table 1 Capiro Towers AM & PM Peak Hour Unadjusted Traffic Volume ITE AM Peak PM Peak LU Code In Out Total In Out Total Condominiums 305-units 230 21 105 126 101 50 151 Retail 11,400 sf 814 0 0 0 11 14 25 Totals 21 105 126 122 64 186 Internal capture for retail is estimated at 50%. The retail use is considered to be ancillary to the residential use. There is no convenient parking for the retail use. Users of the retail will need to park at metered spaces along SW 12th Avenue. Nearby other residents can walk to the site. TRANSIT USE Transit use by residents is estimated at 10°/a (for the residential use only). This value, may be conservative, but is generally acceptable by city staff. Table 1A depicts the proposed site's net PM peak hour driveway trips after the 10% reduction of transit use. Use Table lA Unadjusted Transit Adjusted PM Peak Hour Reduced Trips Net New Trips In Out Total In Out Total In Out Total Residential 101 50 151 -10 -5 -15 91 45 136 Retail 11 14 25 -0 -0 -0 11 14 25 Totals 122 6 186 -10 -5 -15 112 59 171 • • • SITE ACCESS The proposed site will have two, two-way drives for direct access to garage parking, which are located along SW 3rd and 4th Streets. Two loading zones are also located along SW 3r1 and 4th Streets. See site plan for access details. TRIP DISTRIBUTION The Miami -Dade County Public Works Department was contacted to obtain the cardinal distribution data set as published in the latest MUATS travel model validation runs for TAZ 756 to determine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North/northeast — 17.69% North/northwest — 13.65% East/northeast — 16.46% West/northwest — 14.84% East/southeast — 7.33% West/southwest — 17.74% South/southeast — 3.19% South/southwest — 9.09% Figure 4 depicts the volume and percent of site only traffic on local roadways. PEAK SEASON TRAFFIC ADJUSTMENTS Using FDOT's 2003 seasonal factors for South Miami -Dade County, traffic volume data collected on June 16th and 17th, 2004 were increased by 1.0102% to reflect a peak season condition. (FDOT peak season factors are in the appendix.) FUTURE BACKGROUND TRAFFIC The site development is estimated to be completed and the project capable of being fully occupied in 2006. Three (3) FDOT count stations, which were nearest to the site, were researched to obtain growth factors. The three (3) locations are as follows: - Station #1146 - NW 12th Avenue North of NW 20th Street - Station #5105 - SW 7th Street East of Beacon Boulevard - Station #5103 - SW 8th Street East of Beacon Boulevard A three-year average annualized growth at the stations are as follows: - Station #1146 = 2.8% - Station #5105 — 6.97% - Station #5103 = 2.31% The growth volumes shown above will be used to factor background growth through 2006. N Airs SW 12th Avenue 11(9.8%) --�- One-Way - r -4- 35 (31.3%) -4-- 0 One -Way --- 22 (19.6%)--4, CN N N e- 5 ti SITE -90 (80.0%) 3 (5.1%) SW 1st Street SW 3rd Street Site PM Peak Hour In = 112 Out = 59 Total = 171 -4— 5 (4.5%) One -Way TAZ 756 0/0 13.65 14.84 17.69 16.46 17.74 9.09 7.33 3.19 XX = Volume (XX) = Percent �— 12(20.3%) -Ai— One -Way -—3(5.1%) SW 4th Street 16 (14.3%) -+--One-Way SW 6th Street 0 co 14 (12.5%)-- 12 (10.7°I0) One -Way SW 7th Street One -Way 5 (8.5%) - - SW 8th Street II Site Volume and Percent of Site Volume TRANSPORT ANALYSIS PROFESSIONALS FIGURE 4 8 • • • 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. Only one project, which has a traffic study "The Roads Edge", fell within the half -mile radius of the proposed site. However, its traffic generation is so minor that it was not considered, as it will have no influence on arterials or at intersections studied in this report. The Road Edge traffic statement is attached in the appendix. PLANNED ROADWAY IMPROVEMENTS 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 off -site intersections, intersections in close proximity and site driveways along SW 3rd and 4th Streets using software that supports the current Highway Capacity Manual (HCS). Arterial analysis were performed using the city's adopted Transportation Corridors analysis. The analyses were perfotitied to measure 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 year 2006 with proposed site traffic. Table 3 depicts the LOS and delay at the locations under study. TABLE 2 • INTERSECTtON AND APPROACH SW 12th Avenue & SW 1st Street [ ES LEFT ES THRU EB RIGHT NB THRU ;NB RIGHT [SO LEFT :SO THRU PM PEAK HOUR TRAFFIC VOLUME AT STUDY LOCATIONS EXISTING 2004 PM PEAK HOUR VOLUME 313 849 144 547 64 154 579 SEASONAL GROWTH VOLUME 3 9 1 6 2 PEAK SEASON 2004 PM BACKGROUND PEAK HOUR GROWTH VOLUME VOLUME SW 12th Avenue & 3rd Street [EB LEFT 24 EB THRU 25 EB RIGHT 50 I WB LEFT 14 SWB RIGHT 52 NB THRU 592 INB RIGHT 37 S LEFT 36 ?SB THRU 618 SW 12TH Avenue & SW 4th Street WB LEFT 20 1. WB THRU 33 I WB RtGHT 49_ NB LEFT 45 [NB THRU 601 `SB THRU 593 ISB RIGHT 62 SW 12th Avenue & SW 6th Street WB LEFT WB THRU I WB RIGHT NB LEFT NB THRU ISB THRU SO RIGHT 33 446 74 55 616 514 131 0 0 1 6 0 0 0 0 0 0 6 6 0 5 316 858 145 553 65 156 585 24 25 51 14 53 598 37 36 624 20 33 49 45 607 599 63 33 451 75 56 622 519 132 18 48 a 31 4 9 33 1 1 3 1 3 33 2 2 35 SW lath Avenue & 3rd Street EB LEFT 38 0 38 EB THRU 54 1 ... 55 IND THRU 133 1 134 INS RIGHT 25 0 25 SW 13th Avenue & 4th Street WB THRU [Wf3 RIGHT NB LEFT NB THRU Site Drive & SW 3rd Street EB THRU EB RIGHT NB RIGHT Site Drive & SW 4th Street WB THRU 'WB RIGHT !SB RIGHT 116 42 40 124 117 0 180 0 0 0 1 117 42 40 125 118 0 0 182 0 0 1 2 3 3 2 25 4 3 35 29 2 3 a 7 2 2 7 2006 WITHOUT SITE PEAK HOUR VOLUME 10 0 334 906 153 584 69 165 618 SITE VOLUME 25 26 54 15 56 631 39 38 659 21 35 52 48 641 633 67 35 476 79 59 657 548 139 0 0 6 17 14 0 49 31 3 13 0 0 0 0 35 0 5 0 51 40 58 142 26 124 44 42 132 125 0 192 0 0 13 35 0 0 16 0 35 24 18 2006 WITH SITE PEAK HOUR VOLUME 334 906 159 601 83 165 667 56 29 67 15 56 631 39 38 694 21 40 52 99 641 646 102 0 11 0 12 0 35 476 95 59 692 572 157 40 69 142 37 Notes: " Area annualized growth factor estimated at 2.8% (taken from calculated growth along SW/NW 12th Avenue . Ingress and egress site driveway volumes were not factored for seasonal sr background growth There is no committed development near the proposed project. 0 11 0 22 47 0 90 12 136 44 42 143 125 22 47 192 90 12 10 TAP JN 4721 • • • TABLE 3 PM PEAK HOUR LOS AT STUDY LOCATIONS INTERSECTION AND APPROACH 2004 PEAK SEASON PM PEAK HOUR LOS 2006 WITHOUT SITE LOS 2006 WITH SITE LOS SW 12th Avenue & 1st Street �..__ EB LEFT EB THRU & RIGHT !NB THRU NB RIGHT SB LEFT SB THRU SW 12th Avenue & 3rd Street !EB LEFT, THRU & RIGHT WB LEFT & RIGHT [SB LEFT & THRU SW 12th Avenue & 4th Street WB LEFT, THRU & RIGHT NB LEFT & THRU SW 13th Avenue & 3rd Street EB LEFT & THRU SW 13th Avenue & 4th Street WB THRU & RIGHT NB LEFT & THRU SW 12th Avenue & 6th Street WB LEFT, THRU & RIGHT NB LEFT & THRU SB THRU THRU & RIGHT SW 3rd Street & Site Driveway NB RIGHT SW 4th Street & Site Driveway SB RIGHT B D C D B N/A N/A B B B NIA N/A B A D B C C C A B 11 TAP JN 4721 • • • PERSON TRIP CAPACITY The City of Miami Planning Department has adopted a methodology for assessing proposed site impacts called the "Transportation 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 mid -June 2004 on the two one-way arterials, along SW 12th Avenue and SW 3rd and 4th Streets near the proposed development's site. 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 12th Avenue is a four -lane arterial SW 7th and 8th Streets (one-way pair) have three - lanes each. SW 12th Avenue is a four -lane undivided facility, which has some intersections with protected left turn bays and some without. The FDOT LOS tables suggest a reduction of LOS volumes by 5% when the roadway is undivided and a 25% reduction if there are no left turn bays. Since some intersections have left turn bays, an estimated 15% reduction of capacity is used. Table 5 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 2004 (EXISTING) CORRIDOR ANALYSIS ROADWAY MODE Arterial 1 Corridor Name SW 8th STREET CORRIDOR EASTBOUND SW 8th Street SW 8th STREET CORRIDOR WESTBOUND SW 71h Street SW 8th Street - Two -Way Analysis SW 12th AVENUE -Two-Way Analysis NORTHBOUND & SOUTF9(3QSNQ SW 7th & Blh Streets LOS TABLE" 000 0 ..000 0,00 0.00 0 0,00 0,78 0.79 0.95 0.96 1.00 E Notes Adopted Allowable E.20 ROADWAY ROADWAY PER TRIP PER TRIP ROADWAY 2003 ROADWAY CAPACITY ROADWAY VOLUME PER TRIP ROADWAY CORR VEHICULAR`.. Q PPV= VEHICULAR 4PPV= EXCESSPERSON_ TYPE CAPACITY' , _._„ 3,6 VOLUME_' ....1544 PER. TRIP ... TRIP... (7 LS 3,252 5207,,...... ... 1,5(38 2111.......- 3092 Adopted LS Allowable E+20 Adopted Allowable Ea20 SW 12th Avenue LOS TABLE" 0.00 C 0.00 C 00o... 0.00 0.00 0,65 0.68 0.95 0.96 1.00 E 3,252 5,203 LOS Metrol1usRte 8 (EIS) -- 0 23162887. 0.45 Metro Bus Rie 8 (WB) ASS TRANSIT MODE LOCAL 6U5 EXPRESS RAIL TRAN TOTAL TOTAL PER TRIP PER TRIP PER TRIP TRANSIT TRANSIT CAPACITY CAPACITY CAPACITY CAPACITY PERSON LOAO = LOAD_ i LOAD= g LOAD= TRIP__ IGN DESIGN VOLUME DESIGN DE) SIGN N € DE>0) ... (111 �(12) 295 AVG AVG HEADWAY SEATS RIDERSHIP DESIGN PER PER PAX LOAD DIRECTION VEH PER HOUR FACTOR 295 10 410 197 1213 00% TRANSIT PERSON TRIP EXCESS CAPACtTY (13) • 98 PAX PERCENT CAPACITY FRLDERSHIP 295 67 % 295 295 AVG AVG HEADWAY SEATS,,.._ RIDERSHIP ,., DESIGN PER PER PAX LOAD ...U. . DIRECTION VEH PER HOUR FACTOR 10 41,0 256 1200081 PAX PERCENT CAPACITY RIDERSHIP 295 8.7% 6,504 10,406--- 3,1E2 4,427 .... 5.979 0.43 1,526 4,164 0 C MetroBus Rte 12 '--0 SW 7th and Bei Streets (Stale Roadway) FOOT Base One -Way Fac V10 Rail LOS Threshold"- 20%. Adjust. Threshold C 2110 2530 0.76 D 2570 3080 0,95 E 2730 3250 1.09 E+20 3252 3900 1.20 5W 1211 Avenue (Non -State Roadway) 500T Base Two -Way VIC Ratio LOS Threshold"' Facility Threshold C 2030 - 0.65 D 2950 0-95 E 3120 1.00 E+20 3744 - 1,20 CORRIDOR TOTALS _.,_I,........_....... CORRIDOR ..,......_._ _............. CORRIDOR CORRIDOR PERSON CORRIDOR PERSON PERSON TRIP PERSON TRIP EXCESS XCESS TRW CAPACITY VOLUME I CAPACITY _VIC 14)_-.... E15) T ) 16) [17) _. LO 5.498 2,308 3,190 AUTO PERSON TRIPS = 2,111 T_.-..._,. _...-.-- ftANsrT PERSON TRIPS x 197 TOTAL PERSON TRIPS = 2,308 91,5% 8.5% 100.0% 2,572i 2,920 ) 0.47 AUTO PERSON TRIPS = TRANSIT PERSON TRIPS = TOTAL PERSON TRIPS = 2,316 256 2 572 90.0% 10.0% 100 0% 1 96 4,880 6,116 0.44 6,177 AUTO PERSON TR€PS= _ 1,828 TRANSIT PERSON TRIPS R. 22 TOTAL PERSON TRIPS = 1,048 98 8% 1.2% 190 0% 590 187 AVG HEADWAY SEATS BOTH PER DIRECTIONS VEH 30 590 167 2 137 .......AVG RIDERSHIP DESIGN PAX_...... LOAD_.......PAX PA PERCENT PER HOUR FACTOTOR CAPACITY Y RIDERSHIP 187 12 % ' Volume is from the year 2002 FOOT LOS tables - allowable LOS E on SW 12th Avenue and E+20% on SW 7th and 81h Streets per Miami Adopted LOS " LOS A & B not possible under assumptions - other vfc cutoffs use FOOT LOS table ratios Existing volume adjusted to peak season PM bus ridership per segment from MDTA sources TAP JN 4721 • • • TABLE 5 FUTURE YEAR (2006) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arterial 1 Corridor Name SW 8th STREET CORRIDOR EASTBOUND SW 8th Street SW 8th STREET CORRIDOR WESTBOUND SW 7th Street SW 8th Street - Two -Way Analysis SW 12th AVENUE - Two -Way Analysis NORTHBOUND & SORTHBOUND ADWAY MODE MASS TRANSIT MODE ROADWAY EXPRESS RAIL TRAN TOTAL TOTAL TRANSIT,,, PER TRIP ROADWAY PER TRIP PER TRIP TRANSITTRANSIT PERSON VOLUME PER. TRIP ROADWAY CAPACITY CAPACITY CAPACITY PERSON_ TRIP raPPV EXCESS ... PERSON ... g LOAD= (off LOAD= [cQ LOAD' TRIP EXCESS 1 4 .......PER TRIP--.. TRIP .-. ......- DE51GN DESIGN DESIGN VOLUME.... CAPACITY l5) ....... (5) (7) .. LOS 9 10 11 12) 13 2007 ROADWAY CORR VEHICULAR TYPE CAPACITY' LNoles) 1 2 Adopted Allowable E+20 Adopted Allowable E*20 Adapled Aaowable E+20 ROADWAY PER TRIP CAPACITY ROADWAY tPPV- VEHICULAR 16 VOLUME"_ 131 ....... I4) S 3,252 5,203 S 3,252 5,203 6.504 30,40E 1,606 2,249 2,954 0.43 1,926 2,697 3,533 49 S 3,744 5,990 1,479 2,471 McIroBus Rte8 (ER) 2,50E 4 0,52 Metro Bus Ma 8 (WO) ___-.._-•. 5,460 0 48 C 3,919 MetrUBus Rte 12 ---0 Transit Distribution Trips SW 7th Street = 4 trips SW fith Street = 4 trips SW 12th Avenue = 7 trips LOCAL BUS PER TRIP CAPACITY g LOAD DESIGN 8 295 AVG _-AVG._.._ ...........-..._ SEATS RIDERSHIP DESIGN HEADWAY PER ..._. PER PAX LOAD DIRECTION VEH PER HOUR_ FACTOR PAXPERCENT CAPACITY RIDERSHIP 10 F 41.0 206 12600% 28570% 295 AVG AVG ........ HEADWAY SEATS RIDERSHIP DESIGN_ BOTH PER PAX LOAD I DIRECTIONS VEH PER HOUR FACTOR 297 120,00% 10 4 c 297 (2) PAX PERCENT APACITY RIDERSHIP 295 101% CORRIDOR TOTALS CORRIDOR. CORRIDOR CORRIDOR PERSON CORRIDOR C PERSON P SON TRIP PERSON TRIP TRIP EXCESS i TRIP_,--,-„ CAPACITY VOLUME CAPACITY (14)..._. T (156) 1 (i7) LOS 5,498 2,457 3,041 �__-0.45 AUTO PERSON TRIPS TRRANSIT PERSON TRIPS TOTAL PERSON TRIPS = 2,249 91.5% 20 2,457 100.0 % 5,498_---- 2,994 2,504 ..-,.1 0.54 AUTO PERSON TRIPS = 2,697 90.1 % TRANs1T PE0000 TRIPS' 297 9,9% TOTAL PERSON TRIPS = 2 994 100,0% ._ .....,. - 10,,9996 5,451 5545 ___...._-.050 28 WT AVG AVG HEADWAY SEATS RIDERSHIP DESIGN PER PER PAX -_.,...LOAD..__.., PAX PERCENT DIRECTION VEH PER HOUR FACTOR CAPACITY RIDERSHIP FACTORS:. __. .... Years 2004 thru 209E (2-year growth) SW 421h Avenue 1 0568 SW 71h Street 1 1443 SW 81h Street 1.0467 Peak Season 1.0102 PROJECT VOLUME ASSIGNED___ ri __._... .. Corridor! Direction Pro- Auto Tri SW 8th Street Corridor Eastbaud SW 8th St_ Westbound SW 71h SI SW 12th Avenue C4lridor Southbound No1lhbaund 5 5,086 2.099 3,987 ...6..a4.___.. AUTO PERSON TRIPS = 2,071 TRANSIT PERSOR TR€PS x 28 TOTAL PERSON TRIPS = 2 099 Volume is born the year 2002 FOOT LOS tables Allowable LOS is E+ 20% as per Miami Adopted LOS Transit LOS A & R not possible under assumptions - other vie cutoffs use FUOT LOS table ratios Person Trips Existing volume adjusted to peak season Note: Directional project transit trips divided equally among bus routes serving corridor. TAP JN4721 • • • 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 roadways and nearby intersections. 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 All roadways and intersections will operate within acceptable level of service conditions with site traffic in build -out year 2006. 15 0 APPENDICIES • • • • • APPENDIX A TRAFFIC VOLUME DATA GEOMETRY TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 • SW 12th Avenue Southbound Start Timc Left Thru Right Pcds lour From 16.OD to 17:45 - Peak 1 of rsection 16:30 Volume 154 Percent 21.0 Volume 154 Volume 39 lk Factor High Int. 16:45 Volume 39 lk Factor • App. Total 579 0 0 733 79.0 0.0 0.0 579 0 0 733 140 0 0 179 162 0 0 201 0.912 SW 1st Street Westbound Thru Right Feds App. Total SW 12th Avenue Northbound Left i Thru RTOR Right File Name : 4721-12@IPM Site Code : 18023077 Start Date : 06/17/2004 Page No : 2 SW 1st Street Eastbound ;ru RTOR f Right App. Ict. Total Total 0 0 0 0 0 0 547 19 45 611 313 849 2 142 1306 0.0 0.0 0.0 0.0 0.0 89.5 3.1 7.4 24.0 65.0 0.2 10.9 0 0 0 0 0 0 547 19 45 611 313 849 2 142 1306 0 0 0 0 0 0 155 3 16 174 75 238 0 39 352 3:45:00 PM 17:15 17:15 0 0 0 0 0 0 155 3 16 174 75 233 0 39 352 0.878 0.928 SW 12th Avenue Out to Total 660' - 733: 1593'. 0 579. 154! 01 Right Thru Left Peds North 6/1712004 4:30:00 PM 641712004 5:15:00 PM All Vehicles Left Thtu Right 0: 547 64: 723 L 611 1334 Out In Total SW 12th Avenue to — m m o rn � 2650 2650 705 0.940 745 �? • Stan Time TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 SW 12th Avenue SW lst Street 3 SW 12th Avenue Southbound Westbound % Northbound Lent i Thru Right Pats App_ Left 1 Total Peak }tour From 16:00 to 17.45 - Peak 1 of I Intersection 16:30 Volume 154 579 0 0 733 Percent 21.0 79.0 0.0 0.0 Volume 154 579 0 0 733 Volume 39 140 0 0 179 Peak Factor High Int. 16:45 Volume 39 162 0 0 201 Peak Factor 0.912 • • Right Peds E App. Total 0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 3:45:00 PM 0 0 0 0 0 Left Thrn File Name : 4721-12@1PM Site Code : 18023077 Start Date : 06/17/2004 Page No : 2 SW 1st Street Eastbound r RTOR Right Total ! Loft '' Thru , RTOR r Right Total Total 0 547 19 45 611 313 849 2 142 1306 0.0 89.5 3.1 7.4 24.0 65.0 0.2 10.9 0 547 19 45 611 313 849 2 142 1306 0 155 3 16 174 75 238 0 39 352 17:15 0 155 3 16 174 0.878 17:15 75 238 0 39 352'= 0.928 co'. mo. n d ✓ ▪ —I.- ;to1 F�L-----1 v91-. o cr :vim SW 12th Avenue Out In Total 850 733; [ 1593 L 01 579! 154 0 Right Thru Left Peds North 6/17/2004 4:30:00 PM 6/17/2004 5:15:00 PM All Vehicles Left Thru Right 0 5471 64 7231 L 611 L 1334'. Out In Total SW 12th Avenue 2650 2650 705 0.940 unter: 3077 / 3076 unted By: PCC / DAB ,ather: Clear fp- SW 12th Avenue Southbound Start Time Left Thru = Right I Peds TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 App. Total Left Groups Printed- All Vehicles SW 1st Street SW 12th Avenue Westbound Thru Right € Peck I� APP. Total 1.0 L O i TO i 0 0 0 0 0 0 Factor 1.0 1.0I 10 1,0 16:00 40 16:15 39 16:30 37 16:45 39 124 0 0 118 0 0 148 0 0 162 0 0 Total 155 552 0 17:00 17:15 17:30 17:45 Total 39 129 0 39 140 0 39 126 0 46 125 0 163 520 0 0 0 0 0 0 164 157 185 201 707 168 179 165 171 1.0 0 0 0 0 0 0 0 0 0 0 0 683 0 0 irand Total 318 107 0 0 1390 Apprch % 22.9 77.1 0.0 0.0 Total % 6.3 21.2 0.0 0.0 27.4 • • 0 0 0 0 0 0 0 0 0 0 Left Northbound Thru 0 LO 0 0 107 0 0 117 0 0 118 0 0 139 0 0 0 481 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 RTOR 10 11 3 3 6 23 Right 1.0 10 16 11 12 49 1 App Total '1 File Name :4721-12@1PM Site Code : 18023077 Start Date : 06/17/2004 Page No : SW 1st Street Eastbound 0 135 7 6 0 155 3 16 0 136 6 3 0 119 3 11 0 545 19 36 0 ]O6 42 85 0.0 89.0 3.6 7.4 0.0 20.2 0.8 1.7 128 136 132 157 553 148 174 145 Left 1.0 75 82 87 77 321 74 75 64 133 93 600 306 1153 22.8 Thru RTOR '. Right 1.0 L 1,0 1.0 177 1 32 185 3 30 195 0 32 193 0 41 750 4 135 App. Total Int l Total 223 2 30 238 0 39 206 2 34 201 2 32 868 6 135 285 300 314 311 1210 329 352 306 328 1315 577 593 631 669 2470 645 705 616 632 2598 627 161 10 270 2525 5068 24.8 64.1 0.4 10.7 12.4 31.9 0.2 5.3 49.8, SW 12th Avenue Out In Total 1653', L1390 3043'. 0', 1072 318` 1 Right Thru Left Peds H LY North 6/17/2004 4:00:00 PM 6/ 1712004 5:45:00 PM All Vehicles 1--, i- ► Left Thru Right 0 1026 i 127'l 1352 1153, 2505. Out In Total SW 12th Avenue -1 ca r, I TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 • Fite Name :4721-12@1PM Site Code : 18023077 Start Date : 06/17/2004 Page No :3 e-- Start Time TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 4721-12@3PtM Site Code : 47213076 Start Date :08/18/2004 Page No : 2 SW 12th Avenue Southbound Right Peds App. Total SW 3rd Street Westbound Left Thru Right Peds App. Total SW 12th Avenue Northbound Left Thru Right 1 Peds App Total Left SW 3rd Street Eastbound Thru Right Peds App Total 1ot Total tk hour From 16,00 to 17,45 - Peak 1 of 1 ntersection 16:45 Volume 36 618 5.5 94.5 0.0 36 618 0 9 154 0 Percent Volume Volume 'eak Factor High Int. 17:30 Volume 8 158 'eak Factor • • 0 0 654 14 0 52 0 66 0.0 21.2 0.0 78.8 0.0 0 654 14 0 52 0 66 0 163 3 0 15 0 18 0 0 166 0.985 16:45 4 0 14 0 18 0.917 0 592 0.0 94.1 0 592 0 171 37 0 5.9 0.0 37 0 10 0 629 629 181 17.00 0 171 10 0 181 0.869 24 25 50 0 24.2 25.3 50.5 0.0 24 25 50 0 7 7 10 0 99 1448 99 24 17:30 7 6 18 0 31 0.798 m ,02 rtrr rn O 0 N 1— H 0( €m SW 12th Avenue Out In Total 6681 1 6541 113221 1 flf 6181 36T of Right Thai Left Peds North 6118f2004 4:45:0O PM e6/1812004 5:30:00 PM All Vehicles 4-1 Left Thru Right Peds 1 0f 5921 37T 0! 6821 1 6291 L 1311[ Out In Total SW 12th Avenue ^N 1448 386 0.938 s TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 SW 13th Avenue Southbound Stan Time Left Thru Right Peds k Hour From 16,00 to 17.45 - Peak 1 of 1 ntersection 17:00 Volume 0 0 0 0 0 Percent 0.0 0.0 0.0 0.0 Volume 0 0 0 0 0 Volume 0 0 0 0 0 'cak Factor High Int. 3:45:00 PM Volume 0 0 0 0 0 'eak Factor • App. Total Left SW 4th Street Westbound Thru Right Peds App Total 0 116 42 0 158 0.0 73.4 26.6 0.0 0 116 42 0 158 0 32 11 0 43 17:00 0 29 16 0 45 0.878 SW 13th Avenue Northbound Left Thru Righr Peds App Total 40 124 0 0 164 24.4 75.6 0.0 0.0 40 124 0 0 164 13 32 0 0 45 17:45 13 32 0 0 45 0.911 Left File Name : 4721-13@4PM Site Code : 30774721 Start Bate : 08/19/2004 Page No : 2 SW 4th Street Eastbound Thru I Right 1 Peds App. Total tr,t_ Total 0 0 0 0 0 322 0.0 0.0 0.0 0.0 0 0 0 0 0 322 0 0 0 0 0 88 0.915 3:45:00 PM J L SW 13th Ave Out In L 1661 0I 1 rJ 01 01 0! Right Thru Left Peds e Total 166I North 8I/1912004 5:00:00 PM I pf1912004 5:45.00 PM lAll Vehioles 4. ,-, I --► Left Thru Right Peds 401 124 0 0 I I 01 I 164: [ 164j Cut In Total SW 13th Avenue i anter: 3077 anted By: PCC ather: Clear TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 4721-130)4PM Site Code : 30774721 Start Date : 08/19/2004 Page No : 1 Mr SW 13th Avenue Sauthbound SW 4th Street Westbound SW 13th Avenue Northbound SW 4th Street Eastbound APP A Right Peds A int. Start Time Lett Thru 3 Right Peds TAonal Len Mali Right Peds Total Left Thru I Right Peds Ti ona Left Thru ' t1. Total Total Fa 1.0 1.0 3 1.0 1.0 1.0 ' 1,0 1.0 ' 10 1.0 1.0 1.0 1.0 1.0 1 10 1.0 1.0 or 0 0 0 0 0 37 12 0 49 12 30 0 0 42 0 0 0 0 0 91 16:00 0 16:15 0 0 0 0 0 0 31 7 0 38 5 35 0 0 40 0 0 0 0 0 78 16:30 0 0 0 0 0 0 27 8 0 35 11 21 0 0 32 0 0 0 0 0 67 16:45 0 0 0 0 0 0 31 9 0 40 13 26 0 0 39 0 0 0 0 0 79 Total 0 0 0 0 0 0 126 36 0 162 41 112 0 0 153 0 0 0 0 0 315 17:00 0 0 0 0 0 17:15 0 0 0 0 0 17:30 0 0 0 0 0 17:45 0 0 0 0 0 Total 0 0 0 0 0 !rand Total 0 0 0 0 0 Apprch % 0.0 0.0 0.0 0.0 Total % 0.0 0.0 0.0 0.0 0.0 • 0 29 16 0 45 0 29 5 0 34 0 26 10 0 36 0 32 11 0 43 0 116 42 0 158 14 29 0 0 43 9 34 0 0 43 4 29 0 0 33 13 32 0 0 45 40 124 0 0 164 0 242 78 0 32081 236 0 0 317 0.0 75.6 24.4 0.0 25.6 74.4 0.0 0.0 0.0 38.0 12.2 0.0 50.2 12.7 37.0 0.0 0.0 49.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ri SW 13th Avenue Out In Total 3141 0 j 314; 0 ht T Left North eds pr19l2004 4:00:00 PM 3/1912004 5:45:00 PM All Vehicles A. 41 Left Thru Right Peds 81! 2361 0, 0J 1 0 I 317E ? 317j Out In Total $W 13th Avenue 0 C O 0 5 3 88 77 69 88 322 637 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 • File Name : 4721-13@4PM Site Code : 30774721 Start Date : 08/ I9/2004 Page No : 3 ss f • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 SW 12th Avenue Southbound Start Time 1 eak Hour From 16.00 to 17:45 - Peak 1 of 1 Left ' Thru RTOR Right Intersection 16:30 Volume 0 Percent 0.0 Volume 0 Volume 0 Peak Factor High Int. Volume Peak Factor • • SW 6th Street Westbound Tote ' Left Thru RTOR RTOR Right 514 28 103 645 79.7 4.3 16.0 514 28 103 645 143 3 24 170 App Total File Name : 472112@..6PM Site Code : 30771802 Start Date : 06/16/2004 Page No : 2 SW 12th Avenue SW 6th Street Northbound Eastbound Left Thn Right Peds 1 Total Left Thru I Right Peds 33 446 17 57 553 55 616 0 0 671 6.0 80.7 3.1 10.3 8.2 91.8 0.0 0.0 33 446 17 57 553 55 616 0 0 671 7 138 1 16 162 12 151 0 0 163 17:15 17:00 0 143 3 24 170 12 138 0.949 7 11 168 0.823 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 16:30 13:45:00 PM 17 188 0 0 205 0.818 1 10"ice cric H I--' a O.L SW 12th Avenue Out In Total 6901 1 6451 T1335 131 5141 _it Right Thru Left V North 6I16I2004 4':30:00 PM /16/2004 5:15:00 PM ifr All Vehicles S.° O N 0 a Left Thru Right Peds 551 6161 Oj 0 5471 1-0-11 1, 1215 Out In Total SW 12th Avenue App. Total lnt Total 1869 0 1869 0 495 0.944 'ounter: 3077 / 3076 'ounted By: PCC / DAB Veather: Clear 1t Start Time Factor 16:00 16:15 16:30 16:45 Total SW 12th Avenue Southbound Thra I RTOR Right .0 1 0 120 0 128 0 114 0 127 0 489 1.0 1.0 13 7 5 11 36 13 24 28 25 90 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 146 159 147 163 615 0 9 9 7 7 32 Groups Printed- All Vehicles SW 6th Street SW 12th Avenue Westbound Northbound Thru RTOR l Right Total Left' Thru 1 Right Peds 7o a{ Left 1.01 1.0 I 1.0 1,0 1.0i I0'. 1.0 i 10 61 3 5 78' 11 [72 0 0 183._m 0 62 11 9 91 14 148 0 0 162 0 96 7 15 125 17 188 0 0 205 0 74 2 15 98 11 147 0 0 158I 0 293 23 44 392 53 655 0 0 708 r0 17:00 0 130 9 26 165 12 138 7 11 168 15 130 0 0 145 17:15 0 143 3 24 170'. 7 138 1 16 162 12 151 0 0 163 17:30 0 94 8 33 135 9 87 3 8 107 22 135 0 0 157 17:45 0 125 5 27 157 10 78 3 9 100 15 131 0 0 146 Total 0 492 25 110 627 38 441 14 44 5371 64 547 0 0 611 Grand Total 0 981 61 200 1242 70 734 37 88 929 Apprch % 0.0 79.0 4.9 16.1 Total% 0.0 28.1 1.7 5.7 35.6 • • 7.5 79.0 4.0 9.5 2.0 21.0 1.1 2.5 26.6 File Name : 472112@6PM Site Code : 30771802 Start Date 06/16/2004 Page No : 1 SW 6th Street Eastbound Thru Right .0 0 0 0 0 1.0 0 0 0 0 0 Peels 1,0 0 0 0 0 0 Apo. Int, Total Total 0 0 0 0 407 412 477 419 1715 0 0 0 0 0 478 0 0 0 0 0 i 495 0 0 0 0 0 399 0 0 0 0 0L 403 0 0 0 0 01 1775 117 120 0 0 1319 0 8.9 91.1 0.0 0.0 0.0 0.0 0.0 0.0 3.4 34.4 0.0 0.0 37.8 0.0 0.0 0.0 0.0 0.0 0 0 0 0 1 3490 to N SW 12th Avenue Out In Totai r 13271 L 12421 L 2569' 1- 2611 981I 0'' Right Thru Left 4 i, - North 8 Ri^ o, tn i J m ri '1m Pi of 1 b 0 N''tr 6/16/2004 4:00:00 PM 611612004 5:45:00 PM All Vehicles Left Thru Right Peds 1171 1202! 0 0 1 105T L 1191 r 2379 Out In Total SW 12th Avenue TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 • File Name : 472112C6PM Site Code : 30771802 Start Date : 06/16/2004 Page No :3 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 4721-13@3PM Site Code : 47213076 Start Date : 08/19/2004 Page No : 2 ir SW 13th Avenue Southbound SW 3rd Street Westbound SW 13th Avenue Northbound SW 3rd Street Eastbound Start Time Left Thru Right Peds Total Left Thru Right Peds Total Left 3 € Thru Right 1 Peds p Tort Left Thru € Rtght Peds APP. Total 1nt. Tota€ k Row From 16.00 to 17:45 - Peak 1 of 1 ntersection 17:00 Volume 0 0 0 0 0 0 0 0 0 0 0 133 25 0 158 38 54 0 0 92 250 Percent 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 84.2 15.8 0.0 41.3 58.7 0.0 0.0 Volume 0 0 0 0 0 0 0 0 0 0 0 133 25 0 158 38 54 0 0 92 250 Volume 0 0 0 0 0 0 0 0 0 0 0 35 5 0 40 13 12 0 0 25 65 0.962 'eak Factor High Int. 3:45:00 PM 3:45:00 PM 17:00 17:45 Volume 0 0 0 0 0 0 0 0 0 0 0 31 10 0 41 13 12 0 0 25 'eak Factor 0.963 0.920 • r1 0 • SW 13th Avenue Out In Total 1711 1711 0 0 0 0 Right Thu Lett Peds �[ 4 lr North 119l2004 5:00:00 PM p/19/2004 5:45:00 PM All Vehicles a. 4 Left Thru Right Peds f 01 133j 251 0. 1 01 I 1581 Out In Total SW 13th Avenue 1 1581 o ED —c • >unter: 3076 >unted By: DAB eather: CIear TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 - All Vehicles File Name :4721.13/43PM Site Code : 47213076 Start Date : 08/19/2004 Page No : 41. SW 13th Avenue Southbound SW 3rd Street Westbound SW 13th Avenue Northbound SW 3rd Street Eastbound Start Time [ Left Thru Right Peds TaPtat Left Thru Right Peds Total Left Thru night Peds A PP - Tot al Left Thru Right Peds APB. TLC' Inc ! Total j Factor I 19 L n 1.0 1.0 1.0 1.0 l 0 , 1.0 I,0 1.0 1.0 1 0 1.0 1,0 1 0 1.0 ' 16:00 0 0 0 0 0 0 0 0 0 0 0 37 8 0 45 6 17 0 0 23 68 16:15 0 0 0 0 0 0 0 0 0 0 0 29 7 0 36 11 10 0 0 21 57 16:30 0 0 0 0 0 0 0 0 0 0 0 24 4 0 28 8 13 0 0 21 49 16:45 0 0 0 0 0 0 0 0 0 0 0 31 6 0 37 11 14 0 0 25 62 Total 0 0 0 0 0 0 0 0 0 0 0 121 25 0 146 36 54 0 0 90 236 17:00 0 0 0 0 0 17:15 0 0 0 0 0 17:30 0 0 0 0 0 17:45 0 0 0 0 0 Total 0 0 0 0 0 .hand Total 0 0 0 0 0 Apprch % 0.0 0.0 0.0 0.0 Total % 0.0 0.0 0.0 0.0 0.0 • • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 31 10 0 41 0 32 5 0 37 0 35 5 0 40 0 35 5 0 40 0 133 25 0 158 0 254 50 0 304 0.0 83.6 16.4 0.0 0.0 52.3 10.3 0.0 62.6 8 12 0 0 20 11 13 0 0 24 6 17 0 0 23 13 12 0 0 25 38 54 0 0 92 74 108 0 0 182 40.7 59.3 0.0 0.0 15.2 22.2 0.0 0.0 37.4 oft z =J SW 13th Avenue North pa/19/2004 4:00:00 PM !19l2004 5:45:00 PM [AI! Vehicles 41 r Left Thru Right Peds [ 0[ 254! 50[ 01 0i [ 3043041 Out In Total SW 13th Avenue 4 61 61 63 65 250 486 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 • File Name : 4721-13@3PM Site Code : 47213076 Start Date : 08/19/2004 Page No : 3 • • APPENDIX C ITE TRIP GENERATION 10 • • • Summary of Trip Generation calculation For 305 Dwelling Units of Residential Condominium / Townhouse July 30, 2004 Average Standard Rate Deviation Adjustment Driveway Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Hour Total 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total AM Pk Hr, Generator, Enter AM Pk Er, 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 5.43 0.00 0.07 0.00 0.34 0.00 0.41 0.00 0.33 0.00 0.16 0.00 0.49 0.00 0.08 0.00 0.35 0.00 0.42 0.00 0.30 0.00 0.17 0.00 0.47 0.00 5.02 0.00 0.23 0.00 0.20 0.00 0.43 0.00 4.30 0.00 0.19 0.00 0.20 0.00 0.39 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1656 21 105 126 101 50 23 106 129 91 51 142 1532 71 60 131 1312 59 61 120 Note: A zero indicates no data available. The 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 0.83 LN(T) _ .81,N(X) + .26 R^2 = 0.76 , 0.17 Enter, 0.83 Exit LN(T) = .82LN(X) + .32 R^2 = 0.8 , 0.67 Enter, 0.33 Exit LN(T) = .821,N(X) + .17 R^2 = 0.8 , 0.18 Enter, 0.82 Exit T = .34(X) + 38.31 R^2 = 0.83 , 0.64 Enter, 0.36 Exit T = 3.62(X) + 427.93, R^2 = 0.84 T = .29(X) + 42.63 R^2 = 0.84 , 0.54 Enter, 0.46 Exit T = 3.13(X) + 357.26, R'2 = 0.88 T = .23(X) + 50.01 R^2 = 0.78 , 0.49 Enter, 0.51 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • • Summary of Trip Generation Calculation For 11.4 T.G.L.A. of Specialty Retail Center July 30, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Hour Total 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total AM Pk Er, Generator, AM Pk Hr, Generator, Ai Pk Hr, Generator, PM Pk Er, Generator, PM Pk Hr, Generator, PM Pk Hr, Generator, 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 Enter Exit Total Enter Exit Total 46.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.89 0.00 2.40 0.00 4.28 0.00 7.22 0.00 7.83 0.00 15.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 525 1.00 0 1.00 0 1.00 0 1.00 21 1.00 27 1.00 1.00 82 1.00 89 1.00 172 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 1.00 0 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: 7-9 AM Peak Hr. Total: 4-6 PM Peak Hr. Total: AM Gen Pk Hr. Total: PM Gen Pk Hr. Total: Sat. 2-Way Volume: Sat. Pk Hr. Total: Sun. 2-Way Volume: Sun. Pk Hr. Total: T = 42.78(X) + 37.66, R^2 = 0.69 0 R^2 = 0 , 0 Enter, 0 Exit T = 2.4(X) 4- 21.48 R^2 = 0.98 , 0.44 Enter, 0.56 Exit T = 4.91(X) + 115.59 R"2 = 0.9 , 0.48 Enter, 0.52 Exit 0 RA2 = 0 , 0 Enter, 0 Exit 0, R^2 = 0 0 R'2 = 0 , 0 Enter, 0 Exit 0, R^2 = 0 0 R^2 = 0 , 0 Enter, 0 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • APPENDIX D FDOT SEASONAL FACTORS • • • int Date: lun/2.1/2004 Florida Department of Transportation Transportation Statistics Office 2003 Peak Season Factor Category Report IAMI-DADS SOUTH MOCF = 0.99 itegory: 8701 Week Dates SF PSCF * 1 01/01/2003 - 01/04/2003 0.98 0.99 * 2 01/05/2003 - 01/11/2003 1.00 1.01 * 3 01/12/2003 - 01/18/2003 1.01 1.02 * 4 01/19/2003 - 01/25/2003 1.00 1.01 * 5 01/26/2003 - 02/01/2003 1.00 1.01 * 6 02/02/2003 - 02/08/2003 0.99 1.00 -- * 7 02/09/2003 - 02/15/2003 0.98 0.99 �' ` � y - . * 8 02/16/2003 - 02/22/2003 0.98 0.99 * 9 02/23/2003 - 03/01/2003 0.99 1.00 * 10 03/02/2003 - 03/08/2003 0.99 1.00 * 11 03/09/2003 - 03/15/2003 0.99 1.00 * 12 03/16/2003 - 03/22/2003 0.99 1.00 * 13 03/23/2003 - 03/29/2003 0.99 1.00 14 03/30/2003 - 04/05/2003 1.00 1.01 15 04/06/2003 - 04/12/2003 1.00 1.01 16 04/13/2003 - 04/19/2003 1.00 1.01 17 04/20/2003 - 04/26/2003 1.00 1.01 18 04/27/2003 - 05/03/2003 1.00 1.01 19 05/04/2003 - 05/10/2003 1.00 1.01 20 05/11/2003 - 05/17/2003 1.00 1.01 21 05/18/2003 - 05/24/2003 1.00 1.01 22 05/25/2003 - 05/31/2003 1.00 1.01 23 06/01/2003 - 06/07/2003 0.99 1.00 24 06/08/2003 - 06/14/2003 0.99 1.00 Ca.fk t-e --- 25 06/15/2003 - 06/21/2003 0.99 1.00 26 06/22/2003 - 06/28/2003 1.00 1.01 0 27 06/29/2003 - 07/05/2003 1.00 1.01 28 07/06/2003 - 07/12/2003 1.01 1.02 29 07/13/2003 - 07/19/2003 1.02 1.03 30 07/20/2003 - 07/26/2003 1.02 1.03 31 07/27/2003 - 08/02/2003 1.02 1.03 32 08/03/2003 - 08/09/2003 1.02 1.03 33 08/10/2003 - 08/16/2003 1.02 1.03 34 08/17/2003 - 08/23/2003 1.02 1.03 35 08/24/2003 - 08/30/2003 1.02 1.03 36 08/31/2003 - 09/06/2003 1.02 1.03 37 09/07/2003 - 09/13/2003 1.02 1.03 38 09114 /2003 - 09/20/2003 1.02 1.03 39 09,-21/2003 - 09/27/2003 1.01 1.02 40 09/28/2003 - 10/04/2003 1.01 1.02 41 10.'05 /2003 - 10/11/2003 1.00 1.01 42 10/12/2003 - 10/18/2003 1.00 1.01 43 10/19/2003 - 112'25/2003 1.00 1.01 44 10:26/2003 - 11/01/2003 1.00 1.01 45 11/02/2003 - 11/08/2003 1.00 1.01 46 11/09/2003 - 11/15/2003 1.00 1.01 47 11 /16/2003 - 11/22/2003 1.00 1.01 48 11/23/2003 - 11/29/2003 0.99 1.00 49 11/30;2003 - 12/06/2003 0.99 1.00 50 1207/2003 - 12/13/2003 0.98 0.99 51 12/14/2003 - 12/20/2003 0.98 0.99 52 12'21/2003 - 12;27/2003 1.00 1.01 53 12/28/2003 - 12/31/2003 1.01 1.02 Note: """ indicates peak season week Page 2 • APPENDIX E BUS SCHEDULES • • • NORTI-ISIDE 1111 SHOPPING CENTER NORTHSIDE STATION NW 79 St NW 79 St aPARKING co NW 77 St DESTINATION SIGN ili North Northside - 0047 South Mercy Hosp. - 0049 Not In Service - 02D6 • WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. NW79St NW 71 St z NW 71 St VETERANS ADMINISTRATION NW 17 St HOSPITAL •16St Q NORTH$a[ ND t1 a CEDARS I N NW 14 St < _ NW 67 St z CIVIC CENTER STATION VIZCAYA STATION 0) EFFECTIVE: April 25, 2004 COCONUT GROVE CS a NW 20 St —Bob Hope Dr JACKSON MEMORIAL HOSPITAL Note: Overnight trips do not enter station. NW 33 St North Map not to scale 8/99 Overnight Trips Only NW 62 St Route 12 ALi BUSES ARE WHEELCHAIR ACCESSIBLE ALLAPATTAH. STATION NW 36 St z. Mercy Hospital PAGE 1 OF 2 Transit Search: TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m, www,miamidade.gov ROUTE 12 SCHEDULE SERVICE: WEEKDAY DIRECTION: NORTHBOUND Mercy Hospital Vizcaya Station SW 1 St 12 Ave Civic Center Station NW 17 St 9 Ave Allapattah Station NW 71 St 12 Ave NW 79 St 27 Ave Northside Station 05:41AM 05:49AM 05:56AM 06:04AM 06:10AM 06:17AM 06:29AM 06:39AM 06:41AM 06:05AM 06:14AM 06:21AM 06:29AM 06:35AM 06:42AM [ 06:54AM 07:04AM 07:06AM 06:35AM06:44AM 06:51AM 06:59AM` 07:05AM 07:13AM 07:26AM 07:36AM 07:38AM 07:03AM ,07:13AM 07:22AM 07:30AM 07:36AM 07:44AM 07:57AM 08:07AM 08:09AM 07:32AM 07:42AM1 07:51AM 07:59AM 08:06AM 08:14AM 08:27AM 08:37AM 08:39AM 08:04AM C08:14AM 08:22AM 08:30AM 08:37AM 08:45AM 08:58AM 09:08AM 09:10AM 08:34AM 08:44AM 08:52AM 09:OOAM 09:07AM 09:14AMM 09:27AM 09:37AM 09:39AM 09:04AM1 09:14AM 09:22AM 09:30AM 09:37AM 09:44AM 09:57AM 10:07AM 10:09AM 09:34AM [09:44AMj 09:52AM 10:OOAM1 10:07AM 10:14AM I 10:27AM 10:37AM 10:39AM 10:04AM j 10:14AM 10:22AM ] 10:30AM 10: 37AM 10:44AM 10:57AM 11:07AM 11:09AM 10:32AM 10:42AM 10:50AM 10:58AM 11:07AM 11:15AM 111:28AM 11:38AM 11:40AM 10:59AM 11:09AM, 11:17AM 11:27AM 11:36AM 11:44AM 11:57AM 12:07PM 12:09PM 111:29AM 11:39AM 11:47AM [11:57AM 12:06PM 12:14PM 12:27PM 12:37PM j 12:39PM 11:59AM 12:09PM 12:17PM , 12:27PM 1 12:36PM 12:44PM 12:57PM [ 01:07PM 01:09PM 12:29PMji12:39PM 12:47PM 12:57PM 01:06PM 01:14PM 01:27PM 01:37PM [01:39PM 12:59PMME01:09PM 01:17PM 101:27PM 01:36PM 01:44PM 01:57PM 02:08PM 02:10PM [01:29PM 01:39PM 01:47PM 101:57PM 02:06PM 02:13PM 02:26PM — 02:37PM 02:39PM 02:03PM 02:13PM 02:21PM [02:31 PM 02:39PM 02:46PM 02:59PM 03:10PM 03:12PMM 02:33PM 02:43PM 02:51PM 03:01PM 03:09PM 03:16PM 03:29PM 03:40PM 03:42PM 03:01 PM 03:12PM [03:21 PM 03:31PM 03:39PM 03:46PM 03:59PM 04:10PM 04:12PM r03:32P1403:43PM 1 03:52PM 04:02PM 04:09PM 04:16PM 04:29PM 04:39PM 04:41PM 04:02PM104:13PM 04:22PM 104:32PM 04:39PM 04:46PM 04:59PM 05:09PM 05:11PM 04:32PM O4:43PM104:52PM 05:02PM ' 05:08PM 05:15PM 05:27PM 05:37PM `05:39PM IF II I II 1 11 I HTTP://WWW.CO.MfAM[-DADE.FL.0 S/TRANSIT/RDUTES/SCHEDU LE.ASP? R... 7/ 1 /2©©4 PAGE 2 OF 2 [05:01 PM105:12PM 05:22PM 05:32PM 05:38PM 05:45PM 11 05:57PM I 06:07PM 1 06:09PM 06:14PM L 06:25PM 06:33PM 06:35PM 05:30PM 05:41PM 05:51 PM ` 06:01 PM 06:07PM 06:00PM 06:11PM 06:21 PM 06:29PM 06:35PM 06:42PM 06:53PM 07:01 PM 07:03PM 06:30PM 06:41PM 06:51PM 06:59PM 07:05PM 07:12PM 07:23PM 07:31 PM 07:33PM 07:20PM 07:31 PM 07:41PM 07:49PM 07:55PM 08:02PM 08:12PM 08:20PM 08:22PM 08:25PM 08:34PM 08:42PM 08:48PM 08:53PM 08:59PM 09:09PM 09:17PM 09:19PM 09:35PM 09:43PM 09:50PM 09:56PM 10:00PM 10:06PM 10:14PM 10:22PM L10:24PM 11:13PM 1 11:21PM 1123PM 10:35PM 10:43PM 10:50PM 10:56PM 11:00PM 11:05PM 11:34PM 11:42PM 11:49PM 11:54PM 11:58PM 12:03AM 12:11AM 12:19AM 12:21AM 12:34AM 12:42AM 12:49AM 12:54AM 12:58AM 01:03AM 01:11AM 01:19AM 01:21AM 01:34AM 01:42AM 01:49AM 01:54AM 01:58AM , 02:03AM 02:11AM 02:19AM 02:21AM 02:34AM 02:42AM 02:49AM 02:54AM 02:58AM 03:03AM 03:11AM 03:19AM 03:21AM 03:34AM 03:42AM 03:49AM 03:54AM 03:58AM [04:03AM 04:11AM 04:19AM 04:21AM 04:34AM 04:42AM 04:49AM 04:54AM 04:58AM 05:03AM L 05:11AM 05:19AM 05:21AM TOP CLOSE WINDOW Date Last Edited : Wed Oct 15 10:55:07 2003 Transit •, Home ..) Metrobusi Metrora"sI Metromover I Special Services I About Us. i Trip Planner t Press Re.leases Publications I Contact Us Home I Using Our Site i About I Phone Directory i Privacy i Disclaimer E-mail your comments, questions and suggestions to Webmaster Web Site © 2003 Miami -Dade County. All rights reserved. HTTP://WWW.C©.M[AMI-DADE.F-1_..US/TRANSIT/RDUTESS/ECHEDULE.ASP? R... 7/1 /2004 PAGE 1 OF 2 • • Search: Transit TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamidade.gov ROUTE 12 SCHEDULE SERVICE: WEEKDAY Northside NW 79 St NW 71 St Allapattah Station 27 Ave 12 Ave Station 05:10AM 05:37AM 06:02AM 06:30AM 06: 56AM 05:12AM 05:39AM 07:26AM 1 07:57AM 08:29AM 09:O1AM 09:31AM 10:01AV 1 10:31AM 11:02AM jj 11:04AM 06:04AM 06:32AM 06:58AM 07:28AM 07:59AM 08:31AM 09:03AM 09:33A 05:19AM 05:46AM 10:03AM j 10:33AM 11:32AM 12:02PM 12:32PM [01:02PM 01:31PM 102:01 PM 02:31PM 03:OOPM 03:25PM ,03:54PM 11 11:34AM 12:04PM 12:34PM 01:04PM 06:12AM 06:40AM 07:07AM 01:33PM 02:03PM 02:33PM 07:37AM 08:08AM 08:40AM 03:02PM 03:27PM 03:56PM 09:12AM 09:42AM 10:12AM 10:42AM 05:27AM 11:13AM 11:43AM 12:13PM 12:43PM 05:54AM 06:24AM 06:52AM 01:13PM 01:42PM 02:12PM 1 02:42PM 07:22AM 07:52AM 08:23AM 03:11PM 03:36PM 04:05PM 1 08:55AM 1 1 09:26AM 09:56AM , DIRECTION: SOUTHBOUND NW 17 St 9 Ave 05:32AM 10:26AM 10:56AM 1 11:26AM 11:56AM 1 12:26PM 12:56PM 05:59AM 06:30AM 06:58AM r1:26PM 01:55PM 1 07:30AM 08:OOAM 08:30AM 09:02AM 09:33AM 10:03AM 02:25PM 02:55PM 03:24PM 03:49PM 04:19PM 10:33AM 11:03AM 11:33AM Civic Center Station 05:36AM 06:04AM 06:35AM 107:04AM 107:36AM 08:06AM 19_8:36AM1 12:03PM 12:33PM 01:03PM 01:33PM 02:03PM 02:33PM 03:03PM 03:32PM 03:57PM 04:30PM 09:08A 09:39AM 10:09AM] 10:39AMJ 111:11AM 11:41AM SW 1 St & 12 Ave 05:42AM 06:10AM 112:11PMj 12:41PMj 01:11PM 01:41 PM 06:41AM 07:12AM 07:44AM 02:11PM1 02:41 PM1 03:11 PM 03:40PM 08:14AM 08:44AM 09:16AM 04:05PM1 04:38PM 09:47AM 10:17AM 10:47AM 11:21AM 11:51AM Vizcaya Station 12:21PM 12:51PM 01:21 PM 01:51PM 02:21 PM 05:48AM 06:18AM 02:51 PM 03:21PM 06:49AM 07:20AM1 [07:52AM 1 03:50PM 1 04:15PM 108:21AM 04:48PM 08:51AM1 09:23AM] 09:32AM Mercy Hospital [05:55AM 06:27AM 06:58AM [07:30AM 08:02AM 08:30AM 09:OOAM 09:54AM 10:24AM] I10:54AM111:O3AM 11:29AM`j11:38AM 10:03AM 10:33AM 11:59A E12:29PM 12:08PM 12:38PM 12:59PM1[01:08PM 01:29PM1101:38PM 01:59PM 02:29PM 02:59PM 03:29PM 03:58PM] 04:23PM 02:08PM 02:38PM 103:08PM] 03:38PM 04:07PM 04:32PM [04:56PM1105:05PM 1 ,1 1 HTTP://WWW.CD.MIAMI-DAOE.FL.US/TRANSIT/RDUTES/SCHEDULE.ASP?R... 7/1 /2004 PAGE 2 OF 2 [04:24PM 04:26PM 04:35PM 04:49PM 05:OOPM 105:08PM I 05:18PM 05:26PM 05:35PM '04:57PM 04:59PM 05:08PM 05:22PM 05:30PM 05:38PM 05:48PM L05:56PM 06:05PM 05:28PM 05:30PM 05:39PM 05:53PM 06:01PM 06:08PM 06:16PM ,06:24PM 06:33PM 06:01PM' 06:03PM 06:11PM 06:24PM 06:32PM [06:39PM 06:47PM 06:55PM 07:04PM 06:46PM 06:48PM 06:56PM 07:09PM 07:17PM 07:24PM 07;32PM 107:40PM,107:49PM 07:45PM 07:47PM 07:55PM 08:08PM 08:14PM 08:20PM 08:26PM 08:33PM 08:40PM 08:45PM 08:47PM 08:54PM 09:05PM 09:11PM 0916PM 09:22PM 09:28PM109:35PM 09:4OPM 09:42PM f 09:49PM 09:58PM 10:04PM 10:09PM [10:15PM 10:21PM 10:28PM 10:36PM 10:38PM 10:45PM 10:54PM L11:00PM 11:04PM 11:10PM 11:16PM 11:23PM .... 11:36PM 11:38PM 11:45PM 11:53PM 11:58PM 12:02AM 12:08AM 12:14AM 12:21AM 12:23AM 1 12:25AM 12:32AM 12:40AM . . . . . 12:46AM 12:51AM 12:55AM 01:01AM 01:07AM 01:14AM 01:23AM 01:25AM 01:32AM 01A0AM . . . . 01:46AM 01:51AM 01:55AM 02:01AM 02:07AM 02:14AM 02:23AM 02:25AM 02:32AM 02:40AM . . . . . 02:46AM 02:51AM 02:55AM 03:01AM 03:07AM 03:14AM 03:23AM 03:25AM 03:32AM 03:40AM : . . 03:46AM 03:51AM 03:55AM 04:01AM 04:07AM 104:14AM 04:40AM : : : . : 04:23AM 04:25AM 04:32AM . . 04:46AM 04:51AM 04:55AM 05:01AM 05:07AMI05:14AM =TOP CLOSE WINDOW Date Last Edited : Wed Oct 15 10:55:07 2003 Transit - Home I IvIetrobus I Metrorail I Metromover Special Services I About Us I Trip Planner I Press Releases 1 Publications I Contact 1...is Home I Using Our Site I Abouti Phone Dirutory 1 Privacy 1 Disclaimer E-mail your comments, questions and suggestions to Webmaster Web Site 0 2003 Miami -Dade County. All rights reserved. HTTPWWWW.CO.MIAM I-DADE.FL.US/TRANSIT/ROUTES/SCH EDULE.ASP 7 R... 7/1/2004 • • VIA 8 STREET SW 8 St FIU SOUTH CAMPUS FIU Bus Terminal FIU SOUTH CAMPUS ti 0 viral Way SW 16 St SW 17 St Route 8 WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. North Map not to scale 3/04 EFFECTIVE: April 25, 2004 VIA CORAL WAY FIU SOUTH CAMPUS IN Route 8A ■ ■ ■ ■ FIU Bus Terminal SW 17 St Coral Way SW 24 St 0.1 CO SW 8 St WESTCHESTER SHOPPING CENTER II-- Library SW DESTINATION SIGNS EAST 8 Downtown Via Westchester - 004E 8A Downtown Via Sw 8 St - 001 F 8 Downtown Via 8 St - 002E (Westchester Short Turn) West: 8 FIU Via Westchester - 0052 8A FIU Via Sw 8 St - 001 D 8 Westchester - 0030 Not In Service - 02D6 ,b6a WESTCHESTER SHORT TURN Diamonds Fire Station SW 24 St Recovery zone 0 SW 7 St BRICKELI LITTLE STATION HAVANA ▪ cu ■ Q■ ■ ■ • rn Coral Way ■ ■ WESTCHESTER SHOPPING • CENTER Route 8 t&] ALL BUSES ARE WHEELCHAIR ACCESSIBLE NE 6 S w f!} 4 St PAr; E 1 OF 3 • Search: Transit M. I A - D A D E TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www_miamidade.gov ROUTE 8 SCHEDULE SERVICE: WEEKDAY FIU Main Terminal SW 24 St & 88 Ave 04:40AM 05:05AM SW 24 St & 87 Ave 05:14AM 05:22AM 05:34AM 05:45AM 05:56AM 06:12AM 06:26AM 06:42AM 06:56AM 07:12AM 07:26AM 07:42AM 107:55AM 08:10AM 08:24AM 08:44AM 05:43AM SW 24 St & 82 Ave 05:15AMj 05:59AM 06:09AM 06:29AM 06:39AM 06:59AM 07:09AM 05:44AM 06:01AM 106:11AM SW 8 St & 87 Ave [06: 31 AM1 106:41AM 04:47AM 05:29AM DIRECTION: EASTBOUND SW 8 St & 57 Ave 05:52AM 07:54AM 08:22AM 07:29AM 07:39AMj 07:01AM 07:11AM 07:59AM 08:08AM1 08:27AM 08:37AM 07:31AM • 07:41AM 08:01AM SW 8 St & 42 Ave SW 8 St & 27 Ave SW8St 12 Ave [04:57AM 05:02AM 05:08AM 05:15AM 05:37AM 05:26AM 06:22AM 06:52AM 07:22AM 05:39AM 05:55AM 106:05AM 06:15AM110621AM! 05:31AM 05:44AM 06:01 AM] 06:11AM 06:25AM 06:35AM 06:45AM 08:10AM • 108:29AM 08:39AM 07:52AM 08:20AM 06:55AM 06:31AM 05:50AM 06:41 AM j 06:51AM1 07:01 AM 07:05AM1!07:11AM1 07:15AM '07:25AM 08:54AM 07:35AM, 07:45AM 07:55AM 08:05AM 08:15AM 08:24AM 08:33AM [05:44AM 06:00AM 06:10AM106:20AM [06:27AM 106:30AM] Brickell Station 05:20AM 05:49AM 06:07AM 06:20AM 06:30AM 06:40AM 06:37AM 06:47AM 106:40AM 06:50AM€106:57AM 06:50AM 07:00AM SW 1 St & Miami Ave 07:07AM 07:OOAM- 07:17AM 07:1OAM107:2OAMj 07:30AMj107:37AM 07:21AM1,07:30AM1107:40AM1L07:47AM 107:31AM 07:40AM 07:50AM1 07:27AM 07:20AM 07:41AM 07:51AMj j08:O1AM 08:11AM108:20AM 08:30AM 108:37AM 08:21AMj108:30AM 08:40AM] 108:30AM 08:39AM 08:49AM1 08:39AM1[8:48AM 08:58AM1109:06AM 07:50AM 08:OOAM, 08:10AM 07:10AM 08:OOAM. [07:57AM 05:25AM 05:54AM 06:14AM I08:07AM 08:10AM1108:17AM 108:24AM 08:2OAM1 06:34AM 06:44AM 06:54AM 07:04AM 07:14AM 07:24AM [07:34AM, 07:44AM 07:54AM 08:04AM 08:14AM 08:27AM 08:47AM 08:56AM 08:43AM1,08:49AMj 08:58AMjL09:08AM1 [08:53AM 09:07AM 08:59AM 09:14AM 09:08AM 09:23AM 09:18AM, 09:33AM 09:16AM 08:34AM 08:44AM 08:54AM 09:04AM 09:14AM 09:24AM 09:26AM]109:34AM 09:41AM 09:49AM HTTP://WWW.CD.N1IAMI-DADE.FL.US/TRANSIT/ROUTES./SCI-1ED Jl_E.ASP": R... 7/1/2004 PACE 2 OF 3 08:53AM' II09:06AMI09:08AM : 09:29AMjtO9:38AMIIO9:48AM 09:56AM 10:04AM1 �.l09:22AM 09:14AM : : 09:37AM 09:44AM 09:53AM 1O:O3AM1 10:11AM 10:19AM 09:24AM : ,09:36AM 09:38AM ,09:24AM : 09:52AM 09:59AM 10:08AM 10:18AM 11O:26AM 10:34AM 09:44AM : : 09:54AM 10:07AM 10:14AM 10:23AM 10:33AML1O:41AM 10:49AM 09:54AM : 10:06AM I10:08AM 1 ' 10:22AM 10:29AM 10:38AM 10:48AM1 10:56AM I11:04AM 10:14AM : : j : 10:24AM 10:37AM, 10:44AM 1O:53AMj 11:O3AM;11:11AM 11:19AM 10:24AM : 10:36AM 10:38AM : 10:52AM 10:59AM [11:08AM 11:18AMjj11:26AM1 11:34AM 10:44AM : : 10:54AM 11:07AM 11:14AM 11:23AM 11:33AMI11:41AM 11:49AM [10:54AM, 11:06AM 111:08AM 11:22AM 11:29AM 11:38AMI 11:48AMiF11:56AM 12:04PM 11:14AM : : '11:24AM 11:37AM 11:44AMI 11:53AM 12:03PM I12:11 PM 12:19PM 11:24AM : 11:36AM 11:38AM 11:52AM 11:59AMj 12:O8PM, 12:18PM', 12:26PM 12:34PM 11:44AM : 11:54AM 12:07PM 12:14PM I12:23PM 12:33PM 12:41 PM 12:49PM 11:54AM : [12:06PM 112:08PM : 12:22PM 12:29PM 12:38PMI 12:48PM'[12:56PM 01:04PM 12:14PM : 12:24PM I12:37PM 12:44PM1 12:53PM 01:03PM 01:11PM 01:19PM 12:24PM : 12:36PM 12:38PM1 : 12:52PM 12:59PM 01:08PM 01:18PM 01:26PM 01:34PM j12:44PM : : j : 12:54PM 01:07PM 01:14PM101:23PM 01:33PM I01:41 PM 01:49PM 12:54PM : 01:06PM 01:08PM : 01:22PM F01:29PMj 01:38PM 01:48PM','1,01:56PM 02:04PMf 01:14PM : : 01:24PM 01:37PM jO1:44PM 01:53PM 02:03PM',102:11PM ,02:19PM 01:24PM : 01:36PM 01:38PM : 01:52PM 01:59PM 02:08PM 02:18PM'02:26PM 02:34PM 01:44PM : : J 01:54PM 02:07PM 02:14PM1 02:23PM 02:33PMjO2:41 PM1 02:49PM 01:53PM 02:05PM 02:07PM 02:21PM 02:28PM 02:37PM 02:47PMj02:55PM 03:04PM 102:08PM : : 02:18PM 02:31PM [02:38PM 02:47PM 02:57PM O3:05PM 03:14PMI : 02:24PM102:26PM : 02:4OPM IO2:47PM 02:56PM, 03:O7PM',?I03:15PMI 03:24PM 02:22PM : 02:34PM 02:36PM : '02:50PM 02:57PM 03:06PM 03:17PM''I03:25PM 03:34PM [02:37PM : : ; 02:47PM [03.00PM 03:07PM 03:16PM103:27PM';103:35PM 03:44PM : 02:54PM 02:56PM : 03:10PM j03:17PM 03:26PM 03:37PM I03:45PM 03:54PM 02:52PM : 03:04PM 03:06PM : 03:20PM 03:27PM 03:36PM 03:47PM'03:55PM 04:04PM 103:06PM : ! : 03:17PM 03:30PM 03:37PM103:46PM103:57PM 04:05PM 04:14PM : 03:24PM I03:26PM : 03:40PM j03:47PM 03:56PM 04:07PM',04:15PM,j04:24PM 03:22PM : 03:34PM 03:36PM` 03:50PM 03:57PM 04:06PM,104:17PM ''04:25PM 04:34PM 03:36PM J : : 03:47PM 04:00PM 04:O7PMj 04:16PM 04:27PM; 04:35PM [04:44PM : : 03:54PM j03:56PM : 04:10PM 104:17PM 04:26PM 04:37PM`04:45PM 04:54PM 04:36PM I04:47PMjO4:55PM05:04PM 03:52PM{ : 04:O4PM 04:O6PM : 04:2OPM]LO4:27PM 104:06PMI : L : : 04:17PM 04:30PM 04:37PM 04:46PM Io04:57PM1105:05PMj 05:14PM : : O424PM104:26PM : 04:40PM 04:47PMj 04:56PM1 05:07PM 05:15PM 105:24PM 04:22PM : 04:34P404:36PM : 04:5OPM I04:57PM105:06PM] 05:17PM05:25PM 05:34PM [04:36PM : : : 04:47PM 05:00PM1 05:O7PM `05:16PM 05:27PM',',05:35PM 05:44PM 04:42PM : 04:54PM 04:56PM : '05:10PM 05:17PM `05:26PM I05:37PM '';05:45PM 105:54PM 04:52PM : 05:04PM j05:06PM : I05:20PM 05:27PM1 05:36PMj 05:47PM' 05:55PM 06:04PM 05:06PM : : : 05:17PM 05:30PM 05:37PM 05:46PM' 05:57PM I06:05PM 06:14PM '05:47PM j05:12PMI : ,05:24PM 05:26PM1 : 05:40PM 05:56PM 06:O7PM06:15PM ;06:24PM1 05:22PM : 05:34PM 05:36PM : 05:50PM 05:57PM 06:06PM 06:17PM 06:25PM 06:34PM' 05:36PM : : 05:47PM 06:00PM 06:07PM [06:16PM 06:27PM 06:35PM 06:44PM I 0 "11 [E t4 if 1 it if I HTTP://WWW.CO.MIAMI-DADE.FL.US/TRANSIT/ROUTES/SCHEDULE.ASP?R... 7/1 /2©04 PAGE 3 OF 3 • • 05:42PM]j : 06:01 PM 06:24PM 06:38PM 06:55PM 07:31 PM 07:57PM 08:32PM 09:06PM 10:06PM 11:06PM 05:54PMJ 05:56PM1 06:13PM 06:50PM 07:07PM 08:07PM 08:42PM 09:15PM 10:15PM 11:15PM 06:15PM 06:52PM 07:09PM 08:09PM 08:44PM 09:16PM 10:16PM 11:16PM : j106:10PMIt06:17PM 06:35PM 07:40PM 06:29PM 06:48PM 07:06PM 07:21 PM 07:51 PM 08:21 PM 08:56PM 09:27PM 10:27PM' 11:27PM 06:36PM 06:55PM 07:12PM 07:27PM 07:57PM 08:27PM 09:02PM 09:32PM 10:32PM 11:32PM 06:26PM1106:37PM 06:56PM 06:45PM 07:04PM 07:19PM 07:34PM 08:04PM 08:34PM 09:08PM 09:38PM 07:12PM 07:27PM 07:42PM 10:38PM, 11:38PM 08:12PM 08:42PM 09:15PM 106:45PM][06:54PM 07:04PM 07:19PM 07:34PM 07:49PM 108:19PM 08:49PM 09:20PM 09:45PM1109:50PM 10:45PM [07:10PM 10:50PM 11:45PMj111:50PM 07:25PM 07:40PM 07:55PM 08:25PM 08:55PM 09:25PM 09:55PM 10:55PM 11:55PM CTOP CLOSE WINDOW Date Last Edited : Wed Oct 15 10:55:07 2003 Transit - Home I Metrobus I Metrorail I Metromover I Special Services { About Us I Trip Planner ! 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HTTP//WWW.CD.MIAMI-DA©E FL.US/TRAN5lT/ROUTES/SCHE ULE.ASP?R... 7/1/2004 PAGE 1 OF 3 • Search: • • Transit M I A I - » A D E TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamidade.gov ROUTE 8 SCHEDULE SW 1 St & Miami Ave 05:26AM 05:41AM 05:55AM 06:15AM 06:35AM 06:45AM 06:55AM 07:05AM 07:15AM 07:25AM 07:35AM 07:45AM 07:55AM 08:05AM 08:15AM 08:25AM SERVICE: WEEKDAY SW 1 St Miami Ave 05:30AM 05:45AM 05:59AM 06:20AM 08:35AM 08:45AM 08:55AM 09:05AM 09:15AM 09:25AM 09:35AM 06:40AM Brickell Station ISW7St 12 Ave 06:50AM 07:00AM 07:10AM 05:34AM 05:49AM 06:04AM 06:25AM 07:20AM 1 07: 30AM 07:40AM 07:50AM 08:OOAM 08:10AM 08:20AM 08:30AM 08:40AM 06:45AM 05:40AM 05:55AM 06:12AM 06:33AM SW 8 St 27 Ave 06:53AM 06-55AM 07:03AM 07:05AM 07:15AM 07:25AM 07:35AM 07:43AM 07:45AM 07:13AM 07:23AM 07:33AM 05:46AM 07:55AM 08:05AM 08:15AM 08:25AM 08:35AM 08:45AM 07:53AM 08:03AM 08:13AM 08:23AM 08:33AM 06:03AM 06:20AM 06:41 AM 08:43AM 08:53AM 07:01AM 07:11AM 07:21AM 07:31AM 07:41AM 08:50AM 09:OOAM 09:10AM 09:20AM 09:30AM 09:4OAM 08:55AM 09:05AM 09:15AM 09:25AM 09:03AM 09:13AM 09:23AM 09:33AM 09:35AM 09:43AM 09:45AM 09:53AM 07:51AM 08:01AM 08:11AM 08:21AM 08:31AM 08:41AM 08:51AM 09:01 AM 09:11AM 09:21AM 09:31AM SW 8 St & 42 Ave 09:41 AM 09:51AM 10:01AM 05:51AM 06:10AM 06:27AM 06:48AM 07:08AM 07:18AM 07:28AM 07:38AM 07:48AM 07:58AM 08:08AM 08:18AM 08:28AM 08:38AM 08:48AM 08:58AM DIRECTION: WESTBOUND SW 8 St 57 Ave 09:09AM 09:19AM 09:29AM 09:39AM 09:49AM 05:55AM 09:59AM 10:09AM 6:15AM 06:32AM 06:53AM 07:13AM 07:23AM 1 SW 8 St 87 Ave 06:07AM 07:05AM 07:25AM 07:33AM 07:43AM 07:53AM 08:03AM 08:13AM1 08:23AM 08:36AM 07:55AM SW 24 St & 82 Ave SW 24 St & 88 Ave 06:28AM 06:45AM 07:36AM 06:30AM 06:47AM Main Terminal 06:15AM 07:38AM 07:46AMj 07:48AM 08:25AM 08:06AM 08:16AM] 108:33AM 08:43AM 08:55AM] 08:53AM 09:03AM 09:14AM 09:24AM 09:34AM 09:44AM 09:54AM 10:04AM 09:26AM 09:56AM1 10:14AM 10:26AM 08:46AM 09:07AM 09:17AM 08:08AM 08:18AM 08:38AM 08:48AM 09:09AM 09:19AM 09:38AM1 09:40AM 09:48AMJ 10:08AM 10:18AM 09:50AM 10:10AM 10:20AM 06:40AM 06:57AM 07:13AM 07:33AM 07:58AM 08:03AM 08:28AM 08:33AMJ 08:58AM 09:03AM 09:29AM 09:34AM 10:OOAM 10:04AM 10:30AM 10:34AM HTTP://WWw.CC3.MiAM I-DADE.F"L.US/TRANSIT/P UTES/SCHE©ULE.ASP? 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All rights reserved. 1-iTTP://WWw.co,mtAmi-DADE.FL.us/TRANSIT/ROUTES/sCi-iEDULE•ASP? 7/8/2004 • • Bus Ridership Route Location Date Direction Time People on Board 8 E8@sW12Av&7St W8@SW12Av&8St EB WB 05/28/2002 EB 15:37 WB 16:35 EB 18:07 WB 18:42 01/31/2003 EB 16:50 WB 17:36 06/25/2003 EB 16:57 WB 17:35 01/29/2004 WB 13:42 EB 15:37 03/09/2004 WB 14:23 EB 16:17 04/21/2004 WB 16:23 EB 17:57 Totals 18 29 48 18 22 TAP JN 4721 % % I Seats I Occupied Occupied 43 43 43 0.67 16 43 I 47 31 30 37 38 1.26 0.37 38 1.24 38 0.47 38 0.82 38 38 0.58 0.79 42 0.88 43 42 1.02 52 i 43 19 I 43 0.44 197 256 285 285 Avg. 28 37 41 41 1 69.64% 1.21 90.06% 12 SW 12AV@8ST NB SB 07/28/2003 SB 16:02 NB 16:50 19 07/30/2003 SB 16:20 NB 17:13 10 08/22/2003 SB 16:19 NB 17:19 22 5 4 NB I SB I NB 42-._. 42 0.45 SB 0.17 38 0.13 38 0.26 38 38 0,11 0.58 Totals 51 i 16 118 118 Avg. 17 I 5 39 I 39 43.15%j 13.45% Average two-way 22 39 28.30% Note: Estimated bus capacity, which includes standing not seated passengers are estimated at 120% of seated bus capacity • APPENDIX F FDOT LOS TABLES MUATS INFORMATION • 0 TABLE 4 - 4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided A 2 Undivided 180 4 Divided 1,940 6 Divided 2,900 Level of Service 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 2 Undivided ** 4 Divided 460 6 Divided 700 8 Divided 890 B C 1] 400 2,780 4,240 5,510 1,310 3,300 4,950 6,280 1,560 3,390 5,080 6,440 E 1,610 *** Class I1 (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D E 2 Undivided ** 180 1,070 1,460 1,550 4 Dividcd 6 Divided 8 Divided 390 620 800 2,470 3,830 5,060 3,110 4,680 6,060 3,270 4,920 6,360 Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A ** ** ** B ** ** ** ** Level of Service C D 500 1,180 1,850 2,450 1,200 2,750 4,240 5.580 E 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 8 Divided A ** ** ** Level of Service B C D E ** 490 1,310 1,420 1,170 2,830 3,010 1,810 4,350 4,520 2,460 5,690 5,910 Interchange spacing 2 mi. apart FREEWAYS Level of Service Lanes A B C D E 4 2,310 3,840 5.350 6,510 7,240 6 3,580 5,930 8,270 10,050 11,180 8 4,840 8,020 11,I80 13,600 15,130 10 6.110 10,110 14,110 17,160 19,050 12 7,360 12,200 17,020 20,710 23,000 Interchange spacing < 2 mi. apart Level of Service Lanes A B C A E 4 2,050 3,350 4,840 6,250 7,110 6 3,240 5,250 7,600 9,840 11,180 8 4,420 7,160 10,360 13,420 15,240 10 5,600 9,070 13,130 16,980 19,310 12 6,780 10,980 15,890 20,560 23,360 NON -STATE ROADWAYS Major City/County Roadways Level of Service Lanes Divided A B C 2 Undivided •" ** 870 4 Divided *` ** 2,030 6 Divided ** ** 3,170 D E 1,390 1,480 2,950 3,120 4,450 4,690 Other Signalized Roadways (signalized intersection analysis) Level of Service Lanes Divided A B C I3 2 Undivided ** ** 450 950 4 Divided ** ** 1,050 2.070 E 1.200 2,400 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Paved Shoulder Bicycle Lane Coverage 0-49% 50-8494 85-100% A ** 300 Level of Service B C D 310 1,310 240 390 >390 680 >680 E >1,310 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 deterrnirc two-way maximum service volumes.) Level of Service Sidewalk Coverage A B C D E Q-49% *- ** ** 600 1,480 50-84% ** ** ** 940 1,800 85-10094 ** 210 1,080 >1,080 [Nate: Buses per hour Sidewalk Coverage 0-84% 85-100% BUS MODE (Scheduled Fixed Route) (Buses per hour) owT are only for the peak hour in :he single direction of higher traffic Furs,) Level ofSer\ice A B C o >5 >4 >: >6 >4 >3 >2 *» *** Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 hrtp:,/wwwi 1,myflorida.coniplanning'syscros!'snilas.'default.hnn 02,22,02 Lanes 2 2 Multi Multi ARTERIAL NON -STATE ROADWAY ADJUSTMENTS DIVIDED UNDIVIDED (alter corresponding volume by the indicated percent) Median Left Turns Lanes Adinstment Factors Divided Yes Undivided No -20% Undivided Yes -5% Undivided No. -759.0 ONE -WA`. FACILITIES Decrease corresponding two -directional volumes in this table by 40% to obtain the equivalent one directional volume for one-way facilities. 'This :able does not cons:ir to a standard and should be used only for generai pianism; app::cation_ The co apu:er models from which this Table is derived should be used for more specific planning applications. tho Ensue and deriving computer models should not be used far corridor or intersection design, where more refined techniques exist. values shown arc hourly iwr..uy volumes for levels of service and are far the satomabilctrack modes unless specifically staled_ Level ofservicc 'nor grade Thresholds are probably not comparable across modes and, raererare, cross a.oc-2: comparsoas should be made with caution_ Furthermore, combining ler-ela ofservlce of di Tereni modes into one overall roadway level of service is not:Teemmended, To co avert :u annual average dolly imfific volumes, :hest void:nes must be divided by an appropriate K [actor. T?`,e table's input value detains and lever of service chi:era appear- on the following page. Calculations are bard on panning sppacaaons of the Highway Capacity Manual, bicycle LQS Model, Pedestrian LDS Model and Transit Capacity and Quality of Service .Manual, respeenvely for the automobile: rack. bicycle, pedesran and bus modes. '"Cannot be achieved us'.ng table input value defaults. "'Not applicable for that level of service letter grade For aufnmobilrirack lades, volumes greater ;had lore) of service 1) become F bccaose Mier-seat/on capacities have bean reacted. For bicycle and pedestrian mod., the level of service lever grade (including F) is not achievable, because [.here is no mas•.mum vehicle volume threshold using table input value defaults_ • vs ♦i LA— O W V Z C.sJ 0 • © R3 a• te•. • Ce a ION ¢ • ce "Li La N_ LU z • NPUT VALU Z I i i I I WIC ^ r, 0 c. zII - Q - E r €nQjE i_ E_%_ 11 ,, - . . 1 I r= -o _ i � _ E Iv' -1 Imo€ E l l E� E �Q�li E_ .n' l € Iµ.W l ''1 ^� � 1 ICI", v I_ 1 =!� 11j I II_ I I rvI 1, I k 1 n,c= I I 1 11 S T I IE I} j I't N 0. ✓ : V'. V' :\ • • • Miami --Dade 1999 Validation Distribution Report DIRECTIONAL DISTRIBUTION SUFLNIARY ORIGIN 1 CARDINAL DIRECTIONS I TOTAL f ZONE NNE ENE ESE SSE SSW WSW WNW NNW 751 TRIPS 158 189 256 86 176 203 207 188 1463 PERCENT 10.80 12.92 17.50 5.88 12.03 13.88 14.15 12.85 752 TRIPS 122 139 203 51 145 125 164 134 1083 PERCENT 11.27 12.83 18.74 4.71 13.39 11.54 15.14 12.37 753 TRIPS 1060 382 760 297 617 1147 785 742 5790 PERCENT 18.31 6.60 13.13 5.13 10.66 19.81 13.56 12.82 754 TRIPS 838 705 1009 267 578 1095 972 1097 6561 PERCENT 12.77 10.75 15.38 4.07 8.81 16.69 14.81 16.72 755 TRIPS 1109 1290 611 216 592 1590 1374 1514 8296 PERCENT 13.37 15.55 7.36 2.60 7.14 19.17 16.56 18.25 756 TRIPS 1629 1516 675 294 837 1634 1367 1257 9209 PERCENT 17.69 16.46 7.33 3.19 9.09 17.74 14.84 13.65 757 TRIPS 1054 601 858 259 553 931 826 748 5830 PERCENT 18.08 10.31 14.72 4.44 9.49 15.97 14.17 12.83 758 TRIPS 1029 773 877 277 752 1065 882 942 6597 PERCENT 15.60 11.72 13.29 4.20 11.40 16.14 13.37 14.28 759 TRIPS 1688 1547 747 336 1061 1587 1455 1420 9841 PERCENT 17.15 15.72 7.59 3.41 10.78 16.13 14.79 14.43 760 TRIPS 670 631 248 126 505 735 571 552 4038 PERCENT 16.59 15.63 6.14 3.12 12.51 18.20 14.14 13.67 761 TRIPS 817 778 393 242 768 879 705 S53 5435 PERCENT 15.03 14.31 7.23 4.45 14.13 16.17 12.97 15.69 762 TRIPS 516 746 595 213 511 526 644 634 4485 PERCENT 11.51 16.63 13.27 4.75 13.62 11.73 14.36 14.14 763 TRIPS 458 589 448 266 589 529 529 931 3949 PERCENT 11.85 14.92 11.34 6.74 14.92 13.40 13.40 13.45 764 TRIPS 904 1240 518 417 839 830 987 1025 6760 PERCENT 13.37 18.34 7.66 6.17 12.41 12.28 14.60 15.16 765 TRIPS 916 1241 528 455 1067 922 791 1228 7148 PERCENT 12.81 17.36 7.39 6.37 14.93 12.90 11.07 17.18 - 53_ 12/31/01 • APPENDIX G COMMITTED DEVELOPMENT 0 JUL.-27-2004 04:20 PM P.0L • AX & MAIL r TRANSPORT ANALYSIS PROFESSIONALS, INC, 8701 S.W. 137th AVENUE • SUITE 210 • M AMI, FL 33183-4498 • TEL 305/385-0777 • FAX 305/385-9997 July 17, 2003 Ben J. Fernandez, Esq. Bercow & Radell, P.A. 200 South Biscayne Boulevard Suite 850 Miami, Florida 33131 RE: The Roads Edge - Residential Town Home Development SW 9th Court and SW 11t'` Street Traffic Generation Statement Dear Mr. Fernandez: Per your request, Transport Analysis Professionals, Inc. (TAP) has estimated the trip generation regarding a proposed 26- unit town house development (The Roads Edge) located in the northeast comer of SW 9 Court and SW 11 the Street in the City of Miami, Florida. As we understand it, city staff has waived the need for a comprehensive traffic study usually associated with larger MUSP type developments, Using the sixth edition of Trip Generation, published by the institute of Transportation Engineers (ITE), daily, AM and PM peak hour traffic is estimated as follows: Land Use Daily AM Peak Hour Volume In Out Total In Out Total PM Peak Hour Town House 26-units 207 3 15 18 14 6 20 Miami -Dade County's MUATS planning model was used to estimate the cardinal trip distribution for traffic in TAZ # 1049, which is the zone where the site is located. The distribution of site traffic is estimated as follows; NNE 15.45 % ENE 17,53 % ESE 4.38 % SSE 1.65 % SSW 7.20 % WSW 19.39 °4 WNW 16.32 % NNW 18.02 % The highest concentration of' traffic will occur west- southwest (WSW) of the site during the AM peak hour period with about three (3) trips per hour (19,39% * 15 — 2.9). Three (3) trips per hour, which is one vehicle every 20 minutes, will be virtually unnoticeable to the average motorist. Therefore in our opinion, traffic generated by the proposed site will not degrade existing levels of service at nearby intersections or roadways. If additional inforrnation is needed, please contact me at your convenience. Very truly yours, TRANSPORT ANALYSIS PROFESSIONALS, INC. RPE/j a13522 Enclosure cc: Carlos Ortega Richard P. Eichinger Senior Traffic Engineer JUL-27-2004 04:20 PM P_03 • • Summary of Trip Generation Calculation For 26 Dwelling Units of Residential Condominium / Townhouse Culy 16, 2003 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Perak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Hour Total 4-6 PM Peak Hour Enter 4-6 Pm Peak Hour Exit 4-6 PM Peak Hour Total. AM Pk Hr, Generator, Enter AM Pk Mr, Generator, Exit AM Pk Hr, Generator, Total PM Pk Hr, Generator, Enter PM Pk Hr, Generator, Exit PM Pk Mr, 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 7.97 0.00 0.12 0.00 0.56 0.00 0.68 0.00 0.52 0.00 0.26 0.00 0.78 0.00 0.12 0.00 0.54 0.00 0.66 0.00 0.57 0.00 0.31 0.00 0.87 0.00 20.07 0.00 1.04 0.00 0.89 0.00 1.93 0.00 16.87 0.00 1.06 0.00 1,10 0.00 2.16 0.00 1.00 207 1,00 3 1.00 15 1.00 18 1.00 14 1.00 ;'fi 1.00 20 1.00 3 1.00 14 1.00 17 1.00 15 1,00 8 1,00 23 1.00 522 1.00 27 1.00 23 1.00 50 1.00 439 1.00 28 1.00 29 1.00 56 Note: A zero indicates no data available. The above rates were calculated frost these equations: 24-Rr_ 2-Way Volume: 7-9 AM Peak Hr. Total: 4-6 PM AM Gen PM Gets Sat. Sat. Sun. Sun. Peak Hr. Total; Pk Hr. Total: Pk Hr. Total; 2-Way Volume: Pk Hr. Total: 2-Way Volume: Pk kr. Total: LN(T) = .85LN(X) + 2.564, R."2 = 0.83 LN(T) = .79L11(X) + .298 R^2 = 0.74 , 0.17 Enter:, 0.83 Exit LN(TJ = .827LN(X) + .309 A~2 0.79 , 0.67 Enter, 0.33 Exit LN(T) _ .808LN(X) + .209 R^2 = 0.78 , 0.18 Enter, 0.82 Exit LN(T) - .777LN(X) + .59 R^2 = 0.8 , 0.65 Enter, 0.35 Exit T - 5.615(X) + 427.925, R^2 = 0.84 T .286(X) + 42.627 T = 3.132(X) + 357.258, R^2 = 0.88 T = .232(X) + 50.009 R^2 + 0.78 , 0.49 Enter, 0.51 Exit Source: Institute of Transportation Engineers Trip Generation:, 6th Edition, 1997. TRIP GENERATION BY MZCROTRANS JUL-27-2004 04:21 PM P.04 • • • Miami --Dade 1999 Validation Distribution Repot DIRECTIONAL DISTRIBUTION SUMMARY ORIGIN __-- CARDINAL DIRECTIONS { TOTAL ZONE NNE ENS ESE SSE SSW WSW WNW NNW 1036 TRIPS 1130 1307 496 719 1077 1204 1012 1333 8278 PERCENT 13.65 15.79 5.99 8.69 13.01 14.54 12.23 16.10 1037 TRIPS 426 633 175 359 394 370 379 585 3321 PERCENT 12.83 19.08 5,27 10,81 11.86 11,14 11.41 17.62 1038 TRIPS 1136 1470 521 730 1206 1185 1019 1446 8713 PERCENT 13.04 16.87 5.98 8.38 13.84 13.60 11.70 16.60 1039 TRIPS 435 751 199 240 544 491 443 724 4017 PERCENT 12.07 19.69 4.95 5.57 16.03 12.22 11.03 18,02 1040 TRIPS 929 995 296 366 812 596 815 1112 6323 PERCENT 14.69 15.74 4.71 5.79 12.84 15.75 12.89 17.59 1041 TRIPS 1301 1277 286 320 913 1357 944 1407 7807 PERCENT 16.66 16.36 3.69 4.10 11.69 17.36 12.09 18.02 1042 TRIPS 1006 1187 293 315 737 963 685 1191 6377 PERCENT 15.79 18.61 4.59 4.94 11.50 15.10 10.74 18.68 1043 TRIPS 834 933 231 150 553 716 587 756 4860 PERCENT 17.16 19.20 4.75 3.09 11.38 14.73 14.14 15.56 1044 TRIPS 716 795 138 81 388 759 491 743 4111 PERCENT 17.42 19.34 3.35 1.97 9.44 16.46 11.94 18.07 1045 TRIPS 1064 1148 133 158 524 1320 1002 1184 6533 PERCENT 16.29 17.57 2.04 2.42 8.02 20.21 15.34 18.12 1046 TRIPS 897 1050 250 165 465 941 807 675 5550 PERCENT 16.16 19.46 5.05 3.33 8_74 16.95 14.54 15,77 1047 TRIPS 1132 1210 340 154 406 1108 985 850 6213 PERCENT 18.22 19.93 5.47 2.48 6.53 17.83 15.95 13.68 1048 TRIPS 1002 894 102 57 333 1039 836 844 5147 PERCENT 19,47 17.37 1.98 1.88 6.47 20.15 16.24 16,40 1049 TRIPS 690 1010 252 95 415 1117 940 1041 5760 nRtcE^rT 15.45 17-53 4.36 1.65 7.20 19.39 16.32 18.07 1050 TRIPS 256 133 22 27 38 234 184 193 1092 PERCENT 23.44 12.64 2.01 2.47 3.46 21.43 15.85 17.67 72- 12/31/01 IF JUL-27-2004 04:19 PM • • CITY OF MIAMI Planning and Zoning Department P.O, Box 330708, Miami, FL 33122-0708 444 S.W. 2" Avenue, 3rd Floor, Miami, FL 33130 Telephone; (305) 416-1400 Facsimile: (305) 416-2156 TO: ! G.Y" COMPANY: FAX. NO.: --.)PHONE NO. a0ED? 0 -7 r7 FROM; PHONE NO.: L3c)` DATE: I (Q NO, OF PAGES INCLUDING COVER: ‘;, T REMARKS; ❑ URGENT u`7< REQUESTED © CALL UPON REVIEW 0 FOR REVIEW/COMMENT 0 APPENDIX H REDUCED SITE PLAN • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 Start Time SW 12th Avenue Sorthbound Thru Right I Peds App Iota Left SW 4th Street Westbound Thru Right Peds App. Total 6 SW 12th Avenue Northbound Thru Right Peds App Tota File Name : 4721-12@4prn Site Code : 47213077 Start Date : 08/18/2004 Page No : 2 SW 4th Street Eastbound f,eft I Thru Ri Peds App. Total Total k Hour From l6'04 to 17:45 Peak 1 of I ilersection 17:00 Volume 0 593 62 0 655 Percent 0.0 90.5 9.5 0.0 Volume 0 593 62 0 655 Volume 0 147 16 0 163 eak Factor High Int. 17:30 Volume 0 163 16 0 179 eak Factor 0.915 20 33 49 1 103 19.4 32.0 47.6 1.0 20 33 49 1 103 6 6 8 0 20 17:15 6 13 11 0 30 0.858 45 601 0 0 646 7.0 93.0 0.0 0.0 45 601 0 0 646 10 176 0 0 186 17:00 10 176 0 0 186 0.868 0 0 0 0 0 1404 0.0 0.0 0.0 0.0 0 0 0 0 0 1404 0 0 0 0 0 369 0.951 3:45:00 PM co 1- 0) v in [ 6501 SW 12thAvenue Out In Total 1305I f 6551 621 5931. oT I o Right Thru Left Peds North 8/2004 5:00:00 PM EV1812004 5:45:00 PM All Vehicles 6131 L 6461 1259I Out In Total SW 12th Avenue )unter: 3077 hinted By: FCC ea er: Clear hStis1-WayWB TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 - All Vehicles File Name : 4721-12,c 4pm Site Code : 47213077 Start Date ; 08/18/2004 Page No : 1 SW 12th Avenue Southbound SW 4th Street Westbound SW 12th Avenue Northbound SW 4th Street Eastbound i App. i App Start Time Left 1 Thru Right Peds 1 ToPtal Left Tissu Right Peds Total Left I Titre Right Peds Totai Left Thru i Right Pede Total Total Factor 10 i 1.0 1.0 10 1.0 1 1.0 j 1.0 1,0 1,0 1 1.0 1.0 1.0 1,0 1 1.0 1 1.0 1 1.0 16:00 0 129 12 0 141 2 11 9 0 22 8 122 0 0 130 0 0 0 0 0 293 16:15 0 154 15 0 169 4 8 11 0 23 6 146 0 0 152 0 0 0 0 0 344 16:30 0 128 11 0 139 4 5 10 0 19 13 133 0 0 146 0 0 0 0 0 304 16:45 0 139 18 0 157 1 6 12 0 19 11 141 0 0 152 0 0 0 0 0 328 Total 0 550 56 0 606 11 30 42 0 83 38 542 0 0 580 0 0 0 0 0 1269 17:00 0 147 16 0 163 17:15 0 161 10 0 171 17:30 0 163 16 0 179 17:45 0 122 20 0 142 Total 0 593 62 0 655 !rand Total 0 114 118 0 1261 Apprch% 0.0 90.6 9.4 0.0 Total % 0.0 42.8 4.4 0.0 47.2 • • 6 6 8 0 20 6 13 11 0 30 5 7 10 1 23 3 7 20 0 30 20 33 49 1 103 31 63 91 1 186 16.7 33.9 48.9 0.5 1.2 2.4 3.4 0.0 7.0 10 176 0 0 186 8 145 0 0 153 15 131 0 0 146 12 149 0 0 161 45 601 0 0 646 83 113 0 0 1226 6.8 93.2 0.0 0.0 3.1 42.8 0.0 0.0 45.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 J 0 - I, SW 12th Avenue Out In Total L 1234 1 12611 124951 118I 1143i 01 Right Thru Left Peds North p11812004 4:00:00 PM 0/18/2004 5:45:00 PM LA11 Vehices 11 I F3 Left Thru Ri.ht Peds sum 83 1174f 1226: 1 24001 Out In Total SW 12th Avenue 0 N� 369 354 348 333 1404 2673 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 4721-12C4pm Site Code : 47213077 Start Date : 08/18/2004 Page No : 3 )7/07/04 )9:16:10 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** ;ite ID : 4721 31 Info 1 : SW 12th AVENUE S/O Info 2 : SW 3rd STREET Page: 1 Date : Jun 17, 2004 Thu Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 26 18 19 13 76 29 17 12 14 72 148 1 24 14 10 12 60 8 13 12 11 44 104 2 6 8 4 12 30 5 7 6 9 27 57 3 2 3 8 10 23 11 4 7 8 30 53 4 10 6 3 11 30 8 5 4 8 25 55 5 10 22 27 43 102 6 11 20 22 59 161 6 52 67 107 99 325 52 45 67 81 245 570 7 101 103 115 130 449 77 77 88 105 347 796 8 118 124 114 113 469 97 115 102 99 413 882 9 96 105 92 128 421 116 93 121 131 461 882 10 104 94 110 123 431 116 117 111 114 458 889 Ill 124 108 121 143 496 111 130 139 128 508 1004 M 12 115 132 130 125 502 129 137 116 125 507 1009 1 117 114 118 143 492 151 108 112 119 490 982 2 122 128 113 125 488 143 120 136 123 522 1010 3 125 134 145 147 551 125 122 162 150 559 1110 4 130 133 142 128 533 175 141 189 192 697 1230 5 179 142 148 145 614 161 171 152 161 645 1259 6 135 134 116 120 505 148 165 136 112 561 1066 7 114 120 93 87 414 115 128 99 88 430 844 8 90 88 85 78 341 102 70 105 80 357 698 9 75 75 79 78 307 95 82 82 73 332 639 10 66 60 43 50 219 85 62 76 63 286 505 11 42 27 44 27 140 54 51 40 24 169 309 TOTALS 49% 8018 51% 8244 16262 AVERAGE 83.5 period 334.1 85.9 period 343.5 677.6 Peak AM Hour is *** 11:OOam to 12:OOpm *** Volume Lane 1 : 496 Lane 2 : 508 Combined: 1004 Directional Split : 49% 51% Peak Hour Factor 0.867 0.914 0.926 Peak / Day Total 0.062 0.062 0.062 Peak PM Hour is *** 4:30pmn to 5:30pm *** Volume Lane 1 : 591 Lane 2 : 713 Combined: 1304 .rectional Split : 45% 55% eak Hour Factor 0.825 0.928 0.959 Peak / Day Total 0.074 0.086 0.080 D7/07/04 D9:23:36 • Site ID : 4721 29 Info 1 : SW 8th,'STREET W/O Info 2 : SW 12th AVENUE TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 * * * %fk Dual Channel 15 Minute * * * Page: 1 Date : Jun 17, 2004 Thu Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 -7 Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 94 81 80 56 311 72 68 32 38 210 521 1 59 40 44 29 172 33 34 21 10 98 270 2 38 28 29 22 117 20 21 10 13 64 181 3 19 18 18 31 86 15 19 21 12 67 153 4 16 15 19 37 87 19 10 13 23 65 152 5 45 50 81 118 294 16 19 34 48 117 411 6 165 224 323 322 1034 73 100 107 120 400 1434 7 339 393 401 425 1558 141 131 153 175 600 2158 8 399 456 474 463 1792 178 194 222 234 828 2620 9 372 332 276 361 1341 212 209 227 260 908 2249 00 332 308 320 337 1297 238 220 238 240 936 2233 1 350 354 345 369 1418 263 279 258 275 1075 2493 M 12 338 382 365 377 1462 299 305 279 305 1188 2650 1 379 349 364 388 1480 264 275 268 297 1104 2584 2 378 344 328 342 1392 277 308 302 296 1183 2575 3 346 380 358 331 1415 275 362 371 427 1435 2850 4 364 335 342 354 1395 403 380 382 392 1557 2952 5 378 357 392 381 1508 407 423 428 396 1654 3162 6 378 368 341 364 1451 363 299 308 278 1248 2699 7 352 354 340 301 1347 299 257 233 204 993 2340 8 319 265 246 237 1067 219 203 212 178 812 1879 9 249 225 250 259 983 151 188 167 165 671 1654 10 219 200 190 184 793 140 125 138 113 516 1309 11 164 126 125 112 527 114 89 84 76 363 890 TOTALS 57% 24327 43% 18092 42419 AVERAGE 253.4 period 1013.6 188.5 period 753.8 1767.5 Peak AM Hour is *** 8:15am to 9:15am * ** Volume Lane 1 : 1765 Lane 2 : 862 Combined: 2627 Directional Split : 67% 33% Peak Hour Factor 0.931 0.921 0.942 Peak / Day Total 0.073 0.048 0.062 Peak PM Hour is *** 5:00pm to 6:OOpm *** dVolume Lane 1 : 1508 Lane 2 : 1654 Combined: 3162 irectional Split : 48% 52% Peak Hour Factor 0.962 0.966 0.964 Peak / Day Total . 0.062 0.091 0.075 08/05/04 10:10:01 • Site ID : 4721 25 Info 1 : SW 3 ST W/O Info 2 : SW 12 AV TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Single Channel 15 Minute Lane 1-Normal, Pres, /2 Page: Date : Aug 4, 2004 Wed Factor : 1.00 Hour 1-EB Hour Graph Starts 0 15 30 45 Total 0 125 AM 12 1 2 3 4 5 6 7 8 9 10 litm1 3 2 0 0 5 1 3 4 0 8 0 0 1 1 2 0 0 1 1 2 2 0 1 0 3 2 2 0 5 9 13 19 7 11 50 9 11 17 24 61 21 12 18 18 69 18 25 22 31 96 20 23 26 25 94 26 23 24 18 91 12 15 26 23 29 93 1 22 21 31 26 100 2 29 24 17 23 93 3 21 26 23 24 94 4 24 20 30 21 95 5 24 42 15 19 100 6 30 30 27 26 113 7 22 20 15 13 70 8 18 30 17 13 78 9 26 9 11 11 57 10 11 9 3 10 33 11 2 3 2 3 10 ** * * * * ** ****************** ********************* ************************ ********************************** ********************************* ******************************** ******************************** *********************************** ******************************** ********************************* ********************************* *********************************** *************************************** ************************* *************************** ******************** ************ **** TOTALS 1426 AVERAGE 14.9 period 59.4 Peak AM Hour is *** 9:45am to 10:45am *** Volume Lane 1 : 100 Peak Hour Factor 0.806 Peak / Day Total 0.070 Peak PM Hour is *** 4:30prn to 5:30pm Volume Lane 1 : 117 Peak Hour Factor 0.696 Peak / Day Total 0.082 *** 08/05/04 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 10:25:04 8701 SW 137th Avenue, Suite 210 S Miami. Florida 33183 305-385-0777 *** Single Channel 15 Minute Site ID : 4721 26 Info 1 : SW 4 ST W/O Info 2 : SW 12 AV Lane 1-Normal, Pres, /2 *** Page: 1 Date : Aug 4, 2004 Wed Factor : 1.00 Hour 1-WB Hour Graph Starts 0 15 30 45 Total 0 200 AM 12 3 6 7 3 19 1 5 5 2 5 17 2 1 2 1 1 5 3 2 0 3 1 6 4 0 2 0 4 6 5 0 3 5 3 11 6 9 17 10 16 52 7 23 18 29 32 102 8 21 34 29 24 108 9 25 26 31 23 105 S0 24 41 31 23 119 1 36 18 29 27 110 PM 12 36 32 33 23 124 1 31 38 26 36 131 2 27 34 31 31 123 3 42 33 25 45 145 4 47 41 39 31 158 5 61 39 45 35 180 6 39 43 50 41 173 7 40 37 21 33 131 8 34 36 28 18 116 9 24 24 32 23 103 10 20 21 19 12 72 11 17 7 12 9 45 ***** ** ** ** *** ************ ********************** ************************ *********************** ************************** ************************ *************************** ***************************** *************************** ******************************** ********************************** *************************************** ************************************** ***************************** ************************* *********************** **************** ********** TOTALS 2161 AVERAGE 22.5 period 90.0 Peak AM Hour is *** 10:15am to 11:15am Volume Lane 1 : 131 Peak Hour Factor 0.799 Peak / Day Total 0.061 Peak PM Hour is *** 5:00pm to 6:00pm Volume Lane 1 : 180 Weak Hour Factor : 0.738 eak / Day Total 0.083 *** *** Print Date: July 30, 2004 County:87 - DADE Florida Department of Transportation Transportation Statistics Office 2003 Historical AADT Report FA: 5105 Description: SR 90/US-41/SW 7 ST/ONE-WAY WB, 200' E BEACON BLVD Year AADT Direction 1 Direction 2 2003 C 16,500 E 0 W 16,500 2002 C 16,000 E 0 W 16,000 2001 C 15,000 E 0 W 15,000 2000 C 13,500 E 0 W 13,500 1999 C 14,000 E 0 W 14,000 1998 C 15,500 E 0 W 15,500 1997 C 13,500 E 0 W 13,500 1996 C 13,500 E 0 W 13,500 1995 C 15,000 E 0 W 15,000 1994 C 17,500 E 0 W 0 1993 C 17,000 E 0 W 0 1992 C 14,000 E 0 W 0 1991 13,399 E 0 W 0 1990 12,606 E 0 W 0 • AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T =Third Year Est; X = Unknown Page 1 Print Date: July 30, 2004 linty: 87 - DADE Florida Department of Transportation Transportation Statistics Office 2003 Historical AADT Report Site: 5103 Description: SR 90/US-411SW 8 ST/ONE-WAY EB, 200' E BEACON BLVD Year AADT Direction 1 Direction 2 2003 C 21,000 E 21,000 0 2002 C 22,000 E 22,000 0 2001 C 20,000 E 20,000 0 2000 C 17,000 E 17,000 0 1999 C 17,000 E 17,000 0 1998 C 19,500 E 19,500 W 0 1997 C 17,500 E 17,500 W 0 1996 C 17,500 E 17,500 W 0 1995 C 18,000 E 18,000 W 0 1994 C 30,000 E 0 W 0 1993 C 31,500 E 0 W 0 1992 C 19,000 E 0 W 0 1991 17,874 E 0 W 0 1990 19,369 E 0 W 0 1989 29,082 E 16,450 W 12,632 1988 33,484 E 21,886 W 11,598 1987 25,301 E 17,741 W 7,560 1985 24,947 E 17,900 W 7,047 1984 0 E 0 W 0 1976 38,356 E 19,877 W 18,479 • AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T Third Year Est; X = Unknown Pace Print Date: July 30, 2004 Florida Department of Transportation Transportation Statistics Office 2003 Historical AADT Report County: 87 - DADE • 1146 Description: SR 9331SW/NW 12 AV, 200' N NW 20 ST Year AADT Direction 1 2003 C 21,000 N 11,500 2002 C 23,000 N 12,000 2001 C 23,000 N 12,500 2000 C 21,500 N 11,000 1999 C 19,500 N 10,500 1998 C 22,000 N 11,000 1997 C 20,300 N 11,000 1996 C 20,400 N 10,500 1995 C 19,500 N 9,600 1994 C 20,300 N 10,500 1993 C 25,000 N 11,000 1991 20,144 N 9,888 1990 27,487 N 13,826 1989 18,159 N 9,045 1988 46,686 N 23,889 1987 19,266 N 9,724 1985 32,634 N 17,543 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T Third Year Est; X = Unknown Direction 2 S 9,500 S 11,000 S 10,500 S 10,500 S 9,000 S 11,000 S 9,300 S 9,900 S 9,900 S 9,800 S 14,000 S 10,256 S 13,661 S 9,114 S 22,797 S 9,542 S 15,091 Page 1 • • • 0 O 0 elf 0 fret ,✓i1/ if 72/ 7/z*/ • 7`Z AnNo A -IN c\h- Q 0 0 a 0 0 • .�� • • eifiz"a.ter () � o h4L .tAGP,J 67N . 1712 f 7/7/�= O APPENDIX B CAPACITY ANALYSES TRAFFIC SIGNAL TIMING DATA 0 SHORT REPORT Generai'In formation Ste infonnatior'i' 7A Analyst RPE/P Agency or Co. atilloie Performed 07/07/2004 e Period PM Peak Intersection SW 12 Avenue & SW lst Street Area Type All other areas Jurisdiction Analysis Year Existing Peak Seaon 2004 Votume':and Ti fili1g lnpuf .... EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 3 0 0 0 0 0 2 1 1 2 0 Lane group L TR T R L T Volume (vph) 316 858 145 553 65 156 585 % Heavy veh 1 1 1 1 1 1 1 PHF 0.93 0.93 0.93 0.88 0.88 0.91 0.91 Actuated (P/A) P P P A A A A Startup lost time 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 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 2 0 0 19 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN N N 0 NNON Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only 02 03 04 SB Only NS Perm 07 08 ming G= 54.0 G= G= G= G= 13.0 G= 22.0 G= G= Y= 4 Y= Y= Y= Y= 3 Y= 4 Y= Y= grau of Analysis (hrs) = 0.25 Cycle Length C = 100.0 of Delay, .arid LC)S DeterminatEon - . ; .. Lane Group Capacity, Contr e. EB WB NB SB Adj. flow rate 341 1079 630 52 171 641 Lane group cap. 965 2714 786 352 307 786 v/c ratio 0.35 0.40 0.80 0.15 0.56 0.82 Green ratio 0.54 0.54 0.22 0.22 0.38 0.22 Unif. delay d1 13.1 13.5 36.9 31.4 23.1 37.1 Delay factor k 0.50 0.50 0.35 0.11 0.15 0.36 increm. delay d2 1.0 0.4 6.0 0.2 2.3 6.7 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.1 13.9 42.9 31.6 25.4 43.7 Lane group LOS B B D C C D Apprch. delay 14 0 42.1 39.9 Approach LOS B D D lntersec. delay 27,8 Intersection LOS C MCS2000T M Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1 d SHORT REPORT Gen eral;tnfcrrtranti �� ..., Site :information Analyst RPEITAP envy or Co. to Performed 07/07/2004 ime Period PM Peak Intersection SW 12 Avenue SW 1st Street Area Type All other areas Jurisdiction Analysis Year 2006 without site Volume and ;tmin `Input ., . Ei3 WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 3 0 0 0 0 0 2 1 1 2 0 Lane group L TR T R L T Volume (vph) 334 906 153 584 69 165 618 % Heavy veh 1 1 1 1 1 1 1 PHF 0.93 0.93 0.93 0.88 0.88 0.91 0.91 Actuated (PIA) P P P A A A A Startup lost time 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 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 2 0 0 19 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN NNO AIN 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 asing EB Only 02 03 04 SB Only I NS Perm 07 08 Riming G= 54.0 G= G= G= G= 13.0 G= 22.0 G= G= Y= 4 Y= Y= Y= Y= 3 Y= 4 Y= Y= Duration of Analysis (hrs) = 0.25 iCycle Length C = 100.0 Lane Group Capacaty, `Control Delay, and .LOS Determination EB WB NB SB Adj. flow rate 360 1139 664 57 181 678 Lane group cap. 965 2714 786 352 307 786 v/c ratio 0.37 0.42 0.84 0.16 0.59 0.86 Green ratio 0.54 0.54 0.22 0.22 0.38 0.22 Unif. delay di 13.2 13.7 37.4 31.5 23.5 37.5 Delay factor k 0.50 0.50 0.38 0.11 0.18 0.39 increm. delay d2 1.1 0.5 8.4 0.2 3.0 9.8 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.4 14.2 45.8 31.8 26.4 47.3 Lane group LOS B B D C C D Apprch. delay 14 2 44.7 42.9 Approach LOS B D D Intersec. delay 29.3 Intersection LOS C CS2000TM Copyright C 200© University of Florida, All Rights Reserved Version 4 SHORT REPORT Generallnfcrration Site tnformatton ialyst RPE/TAP ency or Co. to Performed 07/07/2004 Time Period PM Peak Intersection SW 12 Avenue & SW 1st Street Area Type Ali other areas Jurisdiction Analysis Year 2006 with site Volume`and Ti ingInput EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 3 0 0 0 0 0 2 1 1 2 0 Lane group L TR T R L T Volume (vph) 334 906 159 601 83 165 667 % Heavy veh 1 1 1 1 1 1 1 PHF 0.93 0.93 0.93 0.88 0.88 0.91 0.91 Actuated (P/A) P P P A A A A Startup lost time 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 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 2 0 0 19 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 asing EB Only 02 03 04 SB Only NS Perm 07 08 iming G= 54.0 G= G= G= G= 13.0 G= 22.0 G= G= Y= 4 Y= Y= Y= Y= 3 Y= 4 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capactty,`Control Decay, and .OS Determir> ion `; ` '_` EB WB NB SB Adj. flow rate 360 1145 683 73 181 731 Lane group cap. 965 2712 786 352 307 786 vio ratio 0.37 0.42 0.87 0.21 0.59 0.93 Green ratio 0.54 0.54 0.22 0.22 0.38 0.22 Unit delay d9 13.2 13.7 37.6 31.9 23.6 38.2 Delay factor k 0.50 0.50 0.40 0.11 0.18 0.45 Increm. delay d2 1.1 0.5 10.3 0.3 3.0 17.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.4 14.2 47.9 32.2 26.6 55.7 Lane group LOS B a D C C E Apprch. delay 14 2 46.4 49.9 Approach LOS B D D Intersec. delay 32.1 Intersection LOS C lifS2000Tm Copyright©200© University of Florida, AN Rights Reserved Version 4.1 d TWO-WAY STOP CONTROL SUMMARY General.Informatiion :.... S #e..Infemu t on .:` . ; Analyst RPE/TAP ,ency/Co. to Performed 08/20/2004 Analysis Time Period PM Peak Intersection SW 12th Avenue & 3rd Street Jurisdiction Analysis Year Existing 2004 Peak Season Project Description Capiro Tower East/West Street: SW 3rd Street North/South Street: SW 12th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and' Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 598 37 36 624 0 Peak -Hour Factor, PHF 1.00 0.87 0.87 0.99 0.99 1.00 Hourly Flow Rate, HFR 0 688 42 36 633 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 14 0 53 24 25 51 Peak -Hour Factor, PHF 0.92 1.00 0.92 0.80 0.80 0.80curly Flow Rate, HFR 15 0 57 30 31 63 ercent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration LR LTR Delay`Queue. Length,' acid Level'of Service .. Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR LTR v (vph) 36 72 124 C (m) (vph) 883 497 380 vlc 0.04 0.14 0.33 95% queue length 0.13 0.50 1.39 Control Delay 9.3 13.5 19.0 LOS A 8 C Approach Delay -- -- 13.5 19.0 Approach LOS -- -- 8 C Rights Reserved iks2OOOTM Version 4.1d Copyright C© 2003 University of Florida, Ail Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY Genera[.lnformation :: , Site Information ,,.'r .. ., h_ .. Analyst RPE/TAP pericy/Co. te Performed 08/20/2004 alysis Time Period PM Peak Intersection SW 12th Avenue & 3rd Street Jurisdction Analysis Year 2006 without site Project Description Capiro Tower East/West Street: SW 3rd Street North/South Street: SW 12th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle`Vo[umes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 631 39 38 659 0 Peak -Hour Factor, PHF 1.00 0.87 0.87 0.99 0.99 1.00 Hourly Flow Rate, HFR 0 726 44 38 669 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 15 0 56 25 26 54 Peak -Hour Factor, PHF 0.92 1.00 0.92 0.80 0.80 0.80 Peuriy Flow Rate, HFR 16 0 61 31 32 67 rcent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration LR LTR Delay, Queue Length 'and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR LTR v (vph) 38 77 130 C (m) (vph) 854 470 358 v/c 0.04 0.16 i 0.36 95% queue length 0.14 0.58 1.62 Control Delay 9.4 14.2 20.7 LOS A B C Approach Delay -- -- 14.2 20.7 Approach LOS -- -- 8 C Rights Reserved es2000TM Version 4.1d Copyright CO 2003 University of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY Ieak-Hour General information ',, .. .: ., "- Site Information :` .... ; :.. .Y nalyst RPE/TAP ency/Co. ate Performed 08/20/2004 Analysis Time Period PM Peak Intersection SW 12th Avenue & 3rd Street Jurisdiction Analysis Year 2006 with site Project Description Capiro Tower East/West Street: SW 3rd Street North/South Street: SW 12th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 VehicleVolumes'and Adjustments' Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 631 39 38 694 0 Peak -Hour Factor, PHF 1.00 0.87 0.87 0.99 0.99 1.00 Hourly Flow Rate, HFR 0 726 44 38 704 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 15 0 56 56 29 67 Factor, PHF 0.92 1.00 0.92 0.80 0.80 0.80 ourly Flow Rate, HFR 16 0 61 70 36 83 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration LR LTR Delay, Queue ',L.ength; and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR LTR v (vph) 38 77 189 C (m) (vph) 854 453 321 vlc 0.04 0.17 0.59 95% queue length 0.14 0.61 3.54 Control Delay 9.4 14.6 31.1 LOS A 8 D Approach Delay -- -- 14.6 31.1 Approach LOS -- -- B D fights Reserved S2000T Version 4 ld Copyright © 2003 University of Florida, AI! Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY General Ir1 + mation ... , x..... H: . Stte16 Qrmatiion ,..':... - T . .:.... . alyst RPE/TAP • ency/Co. Date Performed 08/20/2004 Analysts Time Period PM Peak Intersection Jurisdiction Analysis Year SW 12th Avenue & SW 4th Street 2004 Existing Peak Season Project Description Capiro Tower EastiWest Street: SW 4th Street North/South Street: SW 12th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehtc[e' Volumes and Adjustments .... . Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 45 607 0 0 599 63 Peak -Hour Factor, PHF 0.87 0.87 1.00 1.00 0.92 0.92 Hourly Flow Rate, HFR 51 699 0 0 654 68 Percent Heavy Vehicles 0 — -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 20 33 49 0 0 0 -ak-Hour Factor, PHF 0.86 0.86 0.86 1.00 1.00 1.00 Hourly Flow Rate, HFR 23 38 57 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channeiized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Delay, Queue Length;°and LeveE of.Seniice .' , .. Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR v (vph) 51 118 C (m) (vph) 889 360 v/c 0.06 0.33 95% queue length 0.18 1.40 Control Delay 9.3 19.8 LOS A C Approach Delay -- -- 19.8 Approach LOS iri -- -- C ights Reserved HC S2000T M Version 4.1d Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL. SUMMARY �'+ [ g yy General In or a io '' _...... ,-,.,A;....�F E E A V F F �� Rf �i i ,.,...�--� :.,:: r`a. ,r,?.. `? .;z- -�: $t nj,o r�rsfti rt ... . Analyst RPE/TAP Agency/Co. to Performed 08/20/2004 alysis Time Period PM Peak intersection SW 12th Avenue & SW 4th Street Jurisdiction Analysis Year 2006 without site Project Description Capiro Tower East/West Street: SW 4th Street North/South Street: SW 12th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes°and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 48 641 0 0 633 67 Peak -Hour Factor, PHF 0.87 0.87 1.00 1.00 0.92 0.92 Hourly Flow Rate, HFR 55 738 0 0 691 73 Percent Heavy Vehicles 0 -- -- 0 -- - Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 21 35 52 0 0 0 Peak -Hour Factor, PHF 0.86 0.86 0.86 1.00 1.00 1.00 Flow Rate, HFR 24 40 60 0 0 0 hiourly ercent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Delay,' QueueLength, and level of Service . 21:,,'-: Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR v (vph) 55 124 C (m) (vph) 858 335 vfc 0.06 0.37 95% queue length 0.21 1.66 Control Delay 9.5 21.9 LOS A C Approach Delay -- -- 21.9 Approach LOS -- -- C Rights Reserved SCS2000TM Copyright 0 2003 university of Florida, Ail Rights Reserved Version 4.1d Version 4.1d TWO-WAY STOP CONTROL SUMMARY General,lnforma irin ...:r y ... ,. Stte tnforma#ion..:` lyst aRPE/TAP elyst ate Performed 08/20/2004 Analysis Time Period PM Pea{ SW 12th Avenue & SW 4th Intersection Street Jurisdiction Analysis Year 2006 with site Project Description Capiro Tower EastiWest Street: SW 4th Street North/South Street: SW 12th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes andAdjustments . ... Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 99 641 0 0 646 102 Peak -Hour Factor, PHF 0.87 0.87 1.00 1.00 0.92 0.92 Hourly Flow Rate, HFR 114 738 0 0 706 111 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration I LT T T TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 21 40 52 0 0 0 ak-Hour Factor, PHF 0.86 0.86 0.86 1.00 1.00 1.00 ourly Flow Rate, HFR 24 46 60 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (°/a) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Delay; Queuelength,;'.and Level of`Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR v (vph) 114 130 C (m) (vph) 820 265 vlc 0.14 0.49 95% queue length 0.48 2.51 Control Delay 10.1 31.0 LOS B D Approach Delay -- 31.0 Approach LOS -- -- D �ghts Reserved HCS2060TM Version 4.1d Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Analyst ency or Co. ate Performed Time Period RPEITAP 07/07/2004 PM Peak Volumeand 'Titnin • lip = ut Lane group Volume veh % Heav veh PH 1= Actuated PIA Startu• lost time Arrival t •e Unit Extension PedlBikeIRTOR Volume Lane Width Parking/Grade/Parking Parkinglhr Bus stapslhr Unit Extension G= 55.0 Duration of Anal sis hrs = 0.25 Adj. flow rate Lane group cap. vie ratio Green ratio Unif. delay di Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Intersec. delay Site Information Intersection Area Type Jurisdiction Analysis Year SW 12th Avenue & SW 6th Street All other areas 2004 Existing IIIIIIMMIMI 111111.1111 111.11 P P ___ 2.0 __ 2.0 __ 2.0 3.0 3.0 . M - - �2.0 __ __ 2.0 __ 2.0 _ MIME ©- 0 M_ 0 17 1111. 0 28 .11111111111=1111112.0 12.0 __ 12.0 MIMEN 0MIME0 N © 0EMI Ell 0INN0Mil MU 3. 0NMI3. 0 3. 0IIIIII 2; 011111111111111111 NS Perm 07 G = 47.0 C cle Len•th C = 120.0 Intersection LOS DCS2000TM Copyright © 2000 Un€versity of Florida, All Rights Reserved 0.95 0.95 1162 1365 Version 4.1d SHORT REPORT General inforr anon .." Site" (riformafion Analyst RPt=/TAP Agency or Co. date Performed 07/07/2004 e Period PM Peak Intersection SW 12th Avenue & SW 6th Street Area Type All other areas Jurisdiction Analysis Year 2006 without site Volume and=:Tirnnglnpuf .n .... g i: , F EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 0 2 0 0 2 0 0 2 0 Lane group LTR LT TR Volume (vph) 35 476 79 59 657 548 139 % Heavy veh 1 1 1 1 1 1 1 PHF 0.82 0.82 0.82 0.82 0.82 0.95 0.95 Actuated (P/A) A A A A A P P Startup lost time 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 Arrival type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 17 0 28 Lane Width 12.0 12.0 12.0 Parking/Grade/Parking N N N 0 N N 0 NNON Parking/hr Bus stops/hr 0 0 0 Unit Extension 3.0 3.0 3.0 Phasing WB Only 02 03 04 NB Only NS Perm 07 08 G= 55.0 G= G= G= G= 5.0 G= 47.0 G= G= iing Y= 5 Y= Y= Y= Y= 3 Y= 5 Y= Y= 'Duration of Analysis (hrs) = 0.25 Cycle Length C = 120.0 Lane=Group Capacity;` Control Delay, and LOS.©eterrninatian EB WB NB SB Adj. flow rate 696 875 694 Lane group cap. 1607 1127 1365 v/c ratio 0.43 0.78 0.51 Green ratio 0.46 0.46 0.39 Unit. delay di 22.0 27.3 27.7 Delay factor k 0.11 0.33 0.50 Increm. delay d2 0.2 3.5 1.4 PF factor 1.000 1.000 1.000 Control delay 22.2 30.8 29.1 Lane group LOS C C C Apprch. delay 22.2 30.8 29.1 Approach LOS C C C intersec. delay 27.6 Intersection LOS C HCS2000TM • Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1d SHORT REPORT General `. I nfdrrati on Site- Infoation Analyst ency or Co. ate Performed Time Period RPE/TAP 07/07/2004 PM Peak Intersection Area Type Jurisdiction Analysis Year SW 12th Avenue & SW 6th Street All other areas 2006 with site VotUthe and 'rimThg`tnput EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 0 2 0 0 2 0 0 2 0 Lane group LTR LT TR Volume (vph) % Heavy veh PHF 35 1 0.82 476 95 1 1 0.82 0.82 59 1 692 1 0.82 0.82 0.95 0.95 Actuated (P/A) Startup lost time A A 2.0 A A A 2.0 P 2.0 Ext. eft. green Arrival type Unit Extension 2.0 3 3.0 2.0 3 3.0 2.0 3 3.0 Ped/Bike/RTOR Volume 0 0 17 0 28 Lane Width 12.0 12.0 12.0 Parking/Grade/Parking 0 N N 0 0 Parking/hr Bus stops/hr 0 0 0 Unit Extension 3.0 3.0 3.0 hasing iming WB Only G = 55.0 Y= 5 G= Y= 02 03 G= Y= G= Y= 04 NB Only G = 5.0 Y= 3 NS Perm G= 47.0 Y= 5 G= Y= 07 G= Y= 08 Duration of Analysis (hrs) = 0.25 Lane apact Gontroi De EB Y,` Cycle Length C = 120.0 nd LOS .Determination WB NB SB Adj. flow rate 716 918 739 Lane group cap. 1601 1105 1361 vic ratio 0.45 0.83 0.54 Green ratio 0.46 0.46 0.39 Unif. delay di 22.1 28.4 28.2 Delay factor k 0.11 0.37 0.50 Increm. delay d2 0.2 5.5 1.6 PF factor 1.000 1.000 1.000 Control delay 22.3 33.9 29.8 Lane group LOS C C C Apprch. delay 22.3 33.9 29.8 Approach LOS C C Intersec. delay 29.1 Intersection LOS C DCS2000TM Copyright Cd 2000 University of Florida, Ali Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY Genera nfo m Site Information nalyst ency/Co. ate Performed Analysis Time Period RPE/TAP 08/20/2004 PM Peak Intersection Jurisdiction Analysis Year SW 13th Avenue & SW 3rd Street 2004 Existing Peak Season Project Description Capiro Tower East/West Street: SW 3rd Street Intersection Orientation: North -South Vehicle V©l mes and A'djustme >w Major Street Northbound North/South Street: SW 13th Avenue Study Period (hrs): 0.25 Southbound Movement 1 2 3 4 5 6 T L Volume 0 134 25 0 0 0 Peak -Hour Factor, PHF 1.00 0.96 0.96 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 139 25 0 0 0 Percent Heavy Vehicles 0 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L R T R Volume 0 0 0 38 55 0 eak-Hour Factor, PHF 1.00 1.00 1.00 0.92 0.92 1.00 ourly Flow Rate, HFR 0 0 0 41 59 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration LT Delay, Queue' Length, aria Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (vph) 100 C (m) (vph) 774 vic 0.13 95% queue length 0.44 Control Delay 10.3 LOS Approach Delay 10.3 Approach LOS nights Reserved CS2000TM Version 4.1d Copyright © 2003 University of Florida, Alf Rights Reserved Version 4.1 d TWO-WAY STOP CONTROL SUMMARY eneral:ltio` vc Site: Analyst enc #e Performed nalysis Time Period RPE/TAP 08/20/2004 PM Peak Intersection Jurisdiction Analysis Year SW 13th Avenue & SW 3rd Street 2006 without site Project Description Capiro Tower East/West Street: SW 3rd Street North/South Street: SW 13th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehie fumes and A ijust nen Major Street Movement 1 Northbound 2 3 4 Southbound 5 6 L T L Volume 0 142 26 0 0 0 Peak -Hour Factor, PHF 1.00 0.96 0.96 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 147 26 0 0 0 Percent Heavy Vehicles Median Type 0 0 Undivided RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration TR Upstream Signal Minor Street 0 Westbound 0 Eastbound Movement 7 8 9 10 11 12 L T R Volume 0 0 0 40 58 0 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.92 0.92 1.00 ourly Flow Rate, HFR 0 0 0 43 63 0 ercent Heavy Vehicles Percent Grade (%) 0 0 0 0 0 0 0 0 Flared Approach Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration LT Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (vph) 106 C (m) (vph) 766 vlc 0.14 95% queue length 0.48 Control Delay 10.5 LOS 6 Approach Delay 10.5 Approach LOS Rights Reserved 32000Tm Version 4.1d Copyright ft3 2003 University of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY General lnformat e i for. nalyst gency/Co. ate Performed 08/20/2004 Analysis Time Period PM Peak RPE/TAP Intersection Jurisdiction Analysis Year SW 13th Avenue & SW 3rd Street 2006 with site Project Description Capiro Tower East/West Street: SW 3rd Street North/South Street: SW 13th Avenue Intersection Orientation: North -South Vehicle Velmes`at Major Street Movement Ad! ustmer 1 Northbound 2 Study Period (hrs): 0.25 4 Southbound 5 6 T L Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 0 1.00 0 0 0 142 0.96 147 1 0 Westbound 7 8 37 0 0.96 1.00 38 0 0 TR 9 Undivided 0 0 0 10 0 1.00 0 0 0 Eastbound 11 0 1.00 0 0 0 12 L T T R Volume likeak-Hour Factor, PHF ourly Flow Rate, HFR Percent Heavy Vehicles 0 1.00 0 0 0 1.00 0 0 0 1.00 0 0 40 0.92 43 0 69 0.92 74 0 0 1.00 0 0 Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 0 0 0 0 0 0 0 LT 0 N 0 1 0 0 Delay, Queue Length, and Level of Service Approach NB 58 Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (vph) 117 C (m) (vph) 752 v/c 0.16 95°/a queue length 0.55 Control Delay 10.7 LOS Approach Delay 10.7 Approach LOS fights Reserved CS2000TM Version 4.ld Copyright © 2003 University of Florida, All Rights Reserved Version 4.1 d TWO-WAY STOP CONTROL SUMMARY Genera! In o rimatio :. :. Site 1n ormat on r t alyst RPE/TAP 1ency/Co. Performed 08/20/2004 Analysis Time Period PM Peak Intersecton W13thAvenue & SW 4th Jurisdiction tte Analysis Year 2004 Existing Peak Season Project Description Capiro Tower East/West Street: SW 4th Stret North/South Street: SW 13th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehtcle Volumes and Adjustments , Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 40 125 0 0 0 0 Peak -Hour Factor, PHF 0.91 0.91 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 43 137 0 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R 'olume 0 117 42 0 0 0 ak-Hour Factor, PHF 1.00 0.88 0.88 1.00 1.00 1.00 ourly Flow Rate, HFR 0 133 47 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration TR Delay, Queue Length;and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT TR v (vph) 43 180 C (m) (vph) 1636 774 vlc 0.03 0.23 95% queue length 0.08 0.90 Control Delay 7.3 11.1 LOS A B Approach Delay -- -- 11.1 Approach LOS -- -- B hts Reserved 2000TM Version 4.1d Copyright el 2003 University of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY Genet'al.lnfot'CCtattoll ` .,; ' . '. Site n ci "Yl' atton Niiyst RP�/7AP encyfCa. ate Performed 08/20/2004 Analysis Time Period PM Peak Intersection SW 13th Avenue & SW 4th Street Jurisdiction Analysis Year 2006 without site Project Description Capiro Tower East/West Street: SW 4th Stret 'North/South Street: SW 13th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle V©.. la ; _man ^_ es tl Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 42 132 0 0 0 0 Peak -Hour Factor, PHF 0.91 0.91 1.00 1.00 1.00 1.00 Hourly Row Rate, HFR 46 144 0 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 124 44 0 0 0 ak-Hour Factor, PHF 1.00 0.88 0.88 1.00 1.00 1.00 ourly Flow Rate, HFR 0 141 50 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration TR Dela 'Length Y, QueueLen th 9 ;and Leib l of Service ;i Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT TR v (vph) 46 191 C (m) (vph) 1636 764 vlc 0.03 0.25 95% queue length 0.09 0.99 Control Delay 7.3 11.3 LOS A B Approach Delay -- -- 11.3 Approach LOS -- -- B ghts Reserved CS2000rM Version 4.1d Copyright m 2003 University of Florida, All Rights Reserved Version 4.1 d TWO-WAY STOP CONTROL SUMMARY General Infarmati ormatI alyst ncyiCo. ate Performed 08/20/2004 Analysis Time Period PM Peak RPE/TAP Intersection Jurisdiction Analysis Year SW 13th Avenue & SW 4th Street 2006 with site Project Description Capiro Tower East/West Street: SW 4th Stret North/South Street: SW 13th Avenue intersection Orientation: North -South Study Period (hrs): 0.25 VehicleVolumes and A►djustmen Major Street Movement 1 Northbound 2 3 4 Southbound 5 6 L T Volume 42 143 0 0 0 0 Peak -Hour Factor, PHF 0.91 0.91 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 46 156 0 0 0 0 Percent Heavy Vehicles 0 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LT Upstream Signal Minor Street 0 0 Westbound Eastbound Movement 7 8 9 10 11 12 L T T R 0ok-Hour Factor, PHF fume urly Flow Rate, HFR 0 136 44 0 0 0 1.00 0 0.88 154 0.88 50 1.00 0 1.00 0 1.00 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach Storage 0 0 RT Channeiized 0 0 Lanes 0 1 0 0 0 0 Configuration TR Delay, Queue Length, .and Level of Sen is Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT TR v (vph) 46 204 C (m) (vph) 1636 753 V/c 0.03 0.27 95% queue length 0.09 1.10 Control Delay 7.3 11.5 LOS A 8 Approach Delay 11.5 Approach LOS Pits Reserved CS2000TM Version 4.1d Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY General Ilrtformation .. `^ ...... :< Ste Information Analyst RPE/TAP gency/Co. ate Performed 08/05/2004 Analysis Time Period PM Peak Intersection Site Drive & SW 3rd Street Jurisdiction Analysis Year 2006 with site Project Description Capiro Tower EastfWest Street: SW 3rd Street North/South Street: Site Drive (North side) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Vo umes:and'Adjustimen s' Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 0 125 22 0 0 0 Peak -hour factor, PHF 1.00 0.70 0.70 1.00 1.00 1.00 Hourly Flow Rate (vehlh) 0 178 31 0 0 0 Proportion of heavy vehicles, PHv 0 -- 0 -- -- Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 0 0 Configuration TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R lume (vehlh) 0 0 47 0 0 0 eak-hour factor, PHF 1.00 1.00 0.50 1.00 1.00 1.00 Hourly Flow Rate (veh/h) 0 0 94 0 0 0 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 1 0 0 0 Configuration R Control Delay,""QueueLength; Level of Service Approach BB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R Volume, v (vph) 94 Capacity, Cm (vph) 853 v/c ratio 0.11 Queue length (95%) 0.37 Control Delay (slveh) 9.7 LOS A proach delay (slveh) 9.7 pproach LOS ---- -- A HCS2000TM Copyright © 2003 Unive sity of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY General:Infcor ratio ::. s . Site Information : _ .. , . ortalyst RPE/TAP ncylCo. to Performed 08/05/2004 Analysis Time Period PM Peak Intersection Site Drive & SW 4th Street Jurisdiction Analysis Year 2006 with site Project Description Capiro Tower East/West Street: SW 4th Street North/South Street: Site Drive (south side) Intersection Orientation: East-West Study Period (hrs): 0.25 Vehic'.oumesad Adjustments - ........ :. =, [e Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 0 0 0 0 192 90 Peak -hour factor, PHF 1.00 1.00 1.00 1.00 0.74 0.74 Hourly Flow Rate (veh/h) 0 0 0 0 259 121 Proportion of heavy vehicles, PHv 0 -- - 0 Median type Undivided RT Channelized? 0 0 Lanes 0 0 0 0 1 0 Configuration TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R R me (vehlh) Rime 0 0 0 0 0 12 factor, PHF 1.00 1.00 1.00 1.00 1.00 0.50 Hourly Flow Rate (veh/h) 0 0 0 0 0 24 Proportion of heavy vehicles, PHV 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 1 Configuration R Control Delay, Queue Length'Level'of Seance Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R Volume, v (vph) 24 Capacity, cm (vph) 725 v/c ratio 0.03 Queue length (95%) 0.10 Control Delay (slveh) 10.1 LOS B roach delay (slveh) -- -- 10.1 pproach LOS -- -- B HCS2000T M Copyright © 2003 University of Florida, All Rights Reserved Version 4.1 d 20 MING DATA FOR 2220 SW 12 AVE & 1 ST d' OF EW F Y SL Y NSW F G Y T 20 33 13 4 11 3 7 14 1 4 24 33 13 4 11 3 7 14 1 4 20 33 13 4 11 3 7 14 1 4 26 43 13 4 11 3 7 14 1 4 T 26 43 13 4 11 3 7 14 1 4 T 23 35 13 4 10 3 7 14 10 4 T 22 41 13 4 13 3 7 14 1 4 T 20 33 13 4 11 3 7 14 1 4 T 23 35 13 4 10 3 7 14 10 4 T 20 33 13 4 11 3 7 14 1 4 M 15 46 13 4 20 3 7 14 9 4 M 38 43 13 4 11 3 7 14 21 4 M 28 46 13 4 20 3 7 14 9 4 T 20 33 13 4 11 3 7 14 1 4 T 20 33 13 4 11 3 7 14 1 4 T 20 33 13 4 11 3 7 14 1 4 T 20 33 13 4 11 3 7 14 1 4 T 20 33 13 4 11 3 7 14 1 4 MIN: 7 13 6 14 1 TER THE CONTROLLER NUMBER (/ = STOP) 35 MING DATA FOR 2235 SW 12 AVE & 6 ST T OF WW F Y R NL Y NSW F Y R T 42 25 11 4 1 5 3 28 8 4 1 T 42 25 11 4 1 5 3 28 8 4 1 T 62 19 11 4 1 5 3 34 8 4 1 T 53 31 11 4 1 5 3 32 8 4 1 T 62 19 11 4 1 5 3 34 8 4 1 T 53 31 11 4 1 5 3 32 8 4 1 11 44 11 4 1 5 3 39 8 4 1 28 19 11 4 1 5 3 24 8 4 1 42 25 11 4 1 5 3 28 8 4 1 M118 55 11 4 1 7 3 26 8 4 1 M 71 17 11 4 1 5 3 66 8 4 1 M 11 24 11 4 1 10 3 54 8 4 1 M 11 17 11 4 1 5 3 66 8 4 1 T 42 25 11 4 1 5 3 28 8 4 1 T 28 19 11 4 1 5 3 24 8 4 1 (SEC: 69 TYPE: NA) S Y M CYC 90AVERAGE 90POST AM PEAK 90PRE PM PEAK 100AM PEAK SCH 100AM PEAK NON 100NOON 100PM PEAK 90PRE PM PEAK 100EARLY AFT SC 90AFT SCH FL 1200 B OUT HEAV 1200 B IN HEAVY 1200 B OUT HEAV 90EARLY NIGHT 90LATE NIGHT 1 90LATE NIGHT 1 90RECALL TEST 90RECALL TEST (SEC: 44 TYPE: NA) S Y M CYC 90AVERAGE M2 90PRE AM M2 90AM PEAK M1 100AFT M1 90AM PEAK M2 100NOON & EVENI 120PM PEAK M2 80LATE 'NIGHT 2- 90EARLY MORN 1 120CALLE OCHO 1 1200 B DAY HEAV 1200 B HEAVY IN 1200 B OUT KITE 90NIGHT 19/1 8OR ECALL TEST