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Home My WebLink AboutIII. Tab 2. Traffic Impact Analysis• VILLA PAT CIA MIXED -USE DEVELOPMENT NE CORNER of NE 2 AVENUE & NE 78TH STREET MIAMI, FLORIDA • MUSP TRAFFIC IMPACT ANALYSIS MAY 2005 • • • • VILLA PATRICIA MIXED -USE DEVELOPMENT E CORNER of NE 2" AVENUE & NE 78TH STREET MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANLAYSIS Prepared for Biscayne Housing Group 2950 SW 27th Avenue, Suite 200 Miami, Florida 33133 (305) 861-4222 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 May 2005 5720 Richard P. Eichinger Project Traffic Engineer 305385-0777 • • VILLA PATRICIA MIXED —USE DEVELOPMENT MIAMI, FLORIDA MUSP T.. FFIC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION............................m.....................__._......_............,.,..........a..,.n.,......n....__.,..1 EXISTING CONDITIONS......................................:.................. e........ 1 TRIPGENERATION..........................................................................................................5 TRANSITUSE.................................................................................................................... 5 SITE ACCESS. ,...,<.,.._ 5 TRIP DISTRIBUTION 6 PEAK SEASON TRAFFIC ADJUSTMENTS 6 FUTURE BACKGROUND TRAFFIC6 STUDY AREA & COMMITTED DEVELOPMENT 6 PLANNED ROADWAY IMPROVEMENTS 10 LEVEL OF SERVICE 10 PERSON TRIP CAPACITY , 10 TRANSPORTATION CONTROL MEASURES PLAN 17 CONCLUSION 17 TABLES Table 1 - Daily, AM & PM Peak Hour Site Traffic Volume 5 Table 2 - PM Peak Hour Traffic Volumes 11 Table 3 - Levels of Service 12 Table 4 - Person Trip Corridor Analysis 13 Table 5 - Year 2007 Person Trip Corridor Analysis 14 Table 6 -Person Trip Corridor Analysis 15 Table 7 - Year 2007 Person Trip Corridor Analysis 16 FIGURES Figure 1 - General Location 2 Figure 2 - Existing PM Peak Hour Traffic at Study Locations 3 Figure 3 - Lane Use Geometry 4 Figure 4 - Site Only Traffic 7 Figure 4A - 2007 PM Peak Hour Traffic (With) & Without Site 8 Figure 5 --- Study Area 9 APPENDIX Appendix A - Traffic Study Methodology Appendix B -Traffic Volume Data & Geometry Appendix C - Capacity Analyses & Traffic Signal Timing Data Appendix D - ITE Trip Generation Appendix E -- FDOT Seasonal Factors Appendix F - FDOT LOS Tables & MIJATS Information Appendix G - Reduced Site Plan • • • VILLA PATRICIA MIXED -USE DEVELOPIYIENT MIAMI, FLORIDA MUSP TRAF'. 'IC IMPACT ANALYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed multi -story residential apartment building (elderly housing), which will include a minor retail component. The site is Located in the northeast corner of NE 2nd Avenue and NE 78th Street in Miami, Florida. Figure I depicts the site's general location. The methodology used for assessing traffic impacts of the proposed 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 - NE 79/82" d Street - N. Miami Avenue Intersection Analysis - NE 2nd Avenue & NE 79th Street (signalized) - NE 2nd Avenue & NE 78th Street (un-signalized) - NE 3`d Court and NE 79th Street (un-signalized) - NE 3r1 Court & NE 78ti, Street (un-Signalized) - Site driveways & NE 79th Street & NE 78th Street EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in late early April 2005. Figure 2 depicts existing PM peak hour volume at the four study intersections and Figure 3 illustrates intersection lane geometry. LOME Street Atlas USA® 2004 97,14NPN F . 56T11 NE9 ri5T. 494 r MN 94TH ST NE 94T Si NE9N.DST, -.-I.AlS 92No 3T rIW,92140 ST NE 921P. S.7 sn 91ST NYd9i3T57„ ' P71y soTH ST.. PdENW ROTH ST , ° PdE 89TH ST ri4Y er -m sr 1\114,$6TH57 ,. NEST} $7- Mlarr&I allot NE 94Tri 5 6 rE43P�5T NE 92HQ 5T 9131 ®1ST ST OTI,HeST NE 98TH ST NEBysT'_. Q / I NEB ST NE BG H St t� y E B3ii6 LN . . „MD TEA. S 2' NE 83RU 5T I �y 'A ` w NE®?iiDTER e' .1, ;T:E7BTi587 NE 75TH S..-. 'NE_74THST. in' i, a NE 7tST ST NE Ti$T ST NE tElTH ST,. NW 69TH ST NE 59TH ST • HE TTTOR \ 1.. .. ,. - NE7• 6TN,5T T3 $E e9TFi 5T � _ NE sum ST NE69THSl y+x NYtt BBTH TER NF 66C4i TER - s /1 NE 89T,H ST {. I.NE697HST.s�i rtW lam ST NE 661H $T : t NE BTTH $T .,. -rn T . -_ 1 _Ng 67TH5T_�: _ NW 67TH ST is o NI 861j1 3T - _ NW NTHST .a NE,pti5T N87. AYE r 7 ---,•6kTFiTER a; 4 is to NE 64TH ST .- Zclisan Center if • t NW62N0TER iTNttt2 iST ? w- ......I... _ n7..,._ i- :dtfinj.!_•rtc NlY6iST5T �� r Ntt 69THTER BBTH ST r>40111 ST .. - .r T NE vim 5T l AY 56iH ST r4W STTHST , 57THST,. hNY56tH ST © 2003 0eLorme. Street Atlas USAV2004. www.delorme.corn z anion City NE 56TH TER GENERAL LOCATION MAP Den tc.m811 N� SeT:t sr'; ayshore..,.. tt!y3k7TH•ST_,Y, __ w,, FIGURE 1, Scale 1: 17,e00 1" = 1,458.7 R Data Zoom 13-5 N Nrs I"- CO 101 334 NE 79th Street -o--516 f- 51 123 1324 ---10- 43 NE 2nd Avenue N SITE 4- 17 14 O tO (.0 coCO(0 NE 78th Street 1350 21 C. Ss- (N CO NE 3rd Court Tar - 98 -4 -411 t COR4 N Existing PM Peak Hour Traffic .wI►ssk TRANSPORT ANALYSIS PROFESSIONALS FIGURE 2 N NTS NE 2nd Avenue 4 t ANSPORT ANALYSIS PROFESSIONALS NE 79th Street .-4 ®-. SITE NE 78th Street NE 3rd Court Lane Use Geometry 4 FIGURE 3 • • • TRIP GENERATION Traffic generation by the proposed development is estimated using rates in the seventh edition of the institute of Transportation Engineers' (ITE"s) Trip Generation Report. The proposed land uses are as follows: Apartments — 340-units Specialty retail — 2,000 sf Table 1 depicts both AM and PM street peak hour generation. The afternoon traffic is 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 Villa Patricia AM & PM Peak Hour Unadjusted Traffic Volume I 1 E AM Peak PM Peak LU Code In Out Total In Out Total Apartrnents 340-units 220 14 14 28 24 14 38 Specialty retail — 2,000 sf 814 0 0 0 2 3 5 Totals 14 14 28 26 17 43 As seen in Table 1, the PM peak period generates more trips than during the AM peak. Although internal capture of trips will occur between the residential and retail, no internal rate capture was used in the analysis. TRANSIT USE Transit use by residents is estimated at 10% (for the residential use only). This value, may be conservative, but is generally acceptable by city staff. However to remain conservative in the analysis, no reduction of generated trips were used for transit. SITE ACCESS The proposed site will have two access drives -- one along NE 79th Street and one along NE 78th Street. See site plan for access details. 5 • • • 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 396 to determine directional trip making characteristics of area traffic, The following information was used as a guide to distribute site traffic: North/northeast — 5.487% North/northwest — 12.60©% East/northeast — 5.21% West/northwest — 10.96% East/southeast — 3.61 % West/southwest — 17.98% South/southeast — 12.67% South/southwest — 21.50% Figure 4 depicts the estimated volume of site only traffic on local roadways. Figure 4A depicts 2007 traffic with and without site. PEAK SEASON TRAFFIC ADJUSTMENTS Using FDOT's 2003 seasonal factors for North Miami -Dade County, traffic volume data collected were increased by 1.0% to reflect a peak season condition. (The latest available FDOT peak season factors are in the appendix.) FUTURE BACKGROUND TRAFFIC The site development is estimated to be completed and the project capable of being fully occupied in 2007. The FDOT count station nearest to the site, was researched to obtain a growth factor. The location is as follows: - Station #0104 — NE 79th Street 200 ft w/o NE 4`h Court A three-year average annualized growth at station #0104 indicates an annualized growth of about 12.89% and will be used to increase traffic along NE 79th Street and Miami Avenue. STUDY AREA AND COMMITTED DEVELOPMENT As directed by the City's traffic consultant, a study area of one-half mile radius was used to deteiiiiine traffic impacts, Figure 5 depicts the study area; according to City staff, there is no committed development in this area of the City, which falls within the study area. NTS 12 19 --" 2 NE 79th Street 19 NE 2nd Avenue -4-- 3 fi PM PEAK HOUR IN W 26 OUT = 17 TOTAL = 43 1—� NE 3rd Court NE 78th Street VILLA PATRICIA PM PEAK HOUR SITE ONLY TRAFFIC TRANSPORT ANALYSIS PROFESSIONALS FIGURE 4 7 • N NTS o r o N Sao CO o t.; 4--109 (109) ---380 (392) f1 (1) ----606 (606) (2) 132 (132)-4 1509 (1528)---0.- 46( 46)1 NE 2nd Avenue — r CO C1i c', r CV� 7 (7) 4 9 (16)—► 18 (18) 4--16 (18) --16 (19) f6(6) Q 0 O 2. v o CD 1669 (1659 0 (19 SITE 1540 (1541)--10- 22 (22)-- Toi----41 (41) 0 (7 99 (99)--- - NE 3rd Court © a CC — D 105 (105j- 0 (1)---1~ 30 (30)--. m 388 (590) f55 (55) NE 79th Street 4-1 (1) -01 ---1 (2) (0) 78th Street -4JA.Lw"- Ci LV N o 2007 PM PEAK HOUR TRAFFIC (WITH) AND WITHOUT SITE JFi TRANSPORT ANALYSIS PROFESSIONALS FIGURE 4A O • .14Diir= NWWTHST NW 98Tti ST Pao SZ7NSi p 3.7Tf45T NW 36TN ST 'NE SEM ST N 951H S( NE ti 5;. NW;94TrdST,,, NE94T7&ST RiW II2AE1 NW 92ND ST 1SiST. xnry anTP45T NW Sr3Ti,8T.,,_; NW 87TH ST BtT 5.. -.. NN61STST g. 14W 8STH ST ` i. m1 'Tr� ITr -7F . NW MIST NW73RDTER. 1St, ST L.. _. NW 831 5T `. RTIAf,68T3iST NW BBTH TER, N£ 68Tit TER .. ' NVIW 6aiH 5T w..eqm sT i�M� 87 TH St NYIE ra .� �i BTH?T 4E 93R0 ST iE32 $ NE 31ST ST NEBOTKST. NE SSTrI ST SITE N�Ta?H87 N_ _7.5TH ST NE 74TtiST NE TIST ST NE 70111 ST NE 69TH ST rn NE 71ST ST e .._ _ E NVt62FNOTER NN6 �5 ..; . NW815TST Nti 60TH T, NW BOTH,ST [ s....: . NW 58Tti ST.. _ tG 2003 DeLorme. Street Atlas USAO 2044. wrw.detorrne.com Nws$m,s -. FSTI DY AREA NAN rorN fiT Lemon City 1'75TH ST„- _ NE74THST NE„73P, ST_,,,, ] 70TH ST 8, _ Hk 53Tii F NE68Tij5T NE &77H ET NE68THST .., NE 6SlH ST NE 64TH ST NE 6fTTH ST, Street Atiae USA) 200-4 Ak 451m ST.. NE 34Titi ST 93TtP ST NE 92144 NE 88111 ST 4'7 9411-1 ST" NE777HTt i f yrs NE 72NP ST.,., ,-- 'ry FIGURE 5 Scale 1 : 17,600 p 1 0 t® EC MO 44 RC` 1" = 1,4E8.7 ft Data Zoom 13-5 • • • PLANNED ROADWAY IMPROVEMENTS Research of the latest Transportation Improvements Program (TIP) and the Long Range Transportation Plan (LRTP) revealed no significant improvements to the immediate area. However, FDOT is performing a PDE study in the area, but at this writing, no roadway improvements have been officially adopted. LEVEL OF SERVICE Intersection level of service (LOS) analyses were performed at the off -site intersections, intersections in close proximity and the site driveways using software that supports the current Highway Capacity Manual (HCS). Arterial analyses were performed using the city's adopted Transportation Corridors analysis. The analyses were performed to measure impacts at each location with and without the project. Table 2 depicts PM peak seasonally adjusted existing traffic, year 2007 background traffic growth (without project) and year 2007 with proposed site traffic. The HCS analyses does not allow a stop controlled intersection the ability to analyze a three -lane approach on the major street, Therefore, two -lanes were used and a reduction of 30% of the eastbound volume was used. Table 3 depicts the LOS and delay at the locations under study. PERSON TRIP CAPACITY Traffic volume counts were take in mid -September along Biscayne Boulevard and NE 29th Street to determine daily and peak period volumes on these arterials. As previously shown in Table 2, the existing 2004 peak season volume is shown in Table 4. Table 5 depicts future year 2007 conditions at full build -out and occupancy as well as local bus activity. Table 5 shows that in year 2007 with project traffic included, the combined person - trip capacity for automobiles and transit (bus) is above the trip demand during the PM peak hour. Note: This section of Miami does not fall within the Miami Downtown DRI matrix. All transit information including route schedules are in the appendix. 10 TABLE 2 TRAFFIC VOst'ME AT STUDY LOCATIONS YEAR 2007 YEAR YEAR 9ACKCROUN0 2007 2007 2005 SEASONAL GROWTH WITHOUT WITH PM PEAK INCREASE SEASONAL INCREASE SITE SITE TOTAL INTERSECTION AND APPROACH VOLUME VOLUME VOLUME' VOLUME' SUBTOTAL VOLUME VOLUME NE 2nd DAvenue & NE 79th Street EB LEFT 123 1 124 6 132 0 132 EB THRU 1324 13 1337 172 1509 19 1528 EB RIGHT 43 0 43 3 48 0 46 WB LEFT 1 0 1 0 1 mm 0 1 WB THRU 334 3 337 43 380 12 392 WS RIGHT 101 1 102 7 109 0 109 Na LEFT 44 0 44 0 44 0 44 NB THRU 714 7 721 7 728 0 728 N8 RIGHT 41 0 41 0 41 0 41 SB LEFT 98 1 99 1 100 0 100 56 THRU 372 4 376 4 380 0 380 SB RIGHT 21 0 21 0 21 0 21 rd_Court & NE 79th Street IEB THRU 1350 14 1364 Eta RIGHT 21 0 21 WBLEFT 51 1 52 WS THRU 516 5 521 NB LEFT 16 0 16 NB RIGHT 174 2 176 176 1540 0 1540 1 22 0 22 3 55 0 55 67 588 1 5139 0 16 2 178 0 16 0 176 NE 2nd Avenue & NE 78th Steel ES LEFT 7 0 7 0 7 0 7 EB THRU 8 0 8 1 9 7 16 ES RIGHT 17 0 17 1 18 0 18 WB LEFT 6 0 6 0 8 0 6 W9 THRU 14 0 14 2 16 3 19 WB RIGHT 17 0 17 1 16 0 18 NB LEFT 68 1 69 1 70 0 70 NH THRU 884 9 893 S 902 0 902 NB RIGHT 65 1 86 1 67 0 67 SB LEFT 23 0 23 0 23 0 23 SS THRU 417 - 4 421 4 425 0 425 S8 RIGHT 18 0 18 0 18 0 18 NE 3rd Court & NE 78th Street EB LEFT 98 1 99 5 105 0 105 EB THRU 0 0 0 0 0 1 1 EB RIGHT 28 0 28 2 30 0 30 WB LEFT 0 0 0 0 0 0 0 WB THRU 1 0 1 0 1 1 2 WB RIGHT 1 0 1 0 1 0 1 NB LEFT 20 0 NB THRU 218 2 Na RIGHT 2 0 20 0 20 0 20 220 2 222 0 222 2 0 2 0 2 SB LEFT SB THRU SB RIGHT 1 0 67 1 20 0 1 0 1 0 1 68 1 69 0 69 20 0 20 0 20 Site Driveway along NE 79th Street —1E13 THRU EB RIGHT WB LEFT WB THRU NB LEFT NB RIGHT 1463 a 0 532 0 0 15 0 0 5 0 1478 191 1669 0 1669 0 0 0 19 19 0 0 0 2 2 537 69 608 0 608 0 0 0 12 12 0 0 0 1 1 Site Driveway along NE 78th Street EB LEFT 0 0 0 0 0 7 7 EB THRU 97 1 98 1 99 0 99 WB THRU 41 0 41 0 41 0 41 WB RIGHT 0 0 0 0 0 1 1 SB LEFT 1 0 1 0 1 1 2 SS RIGHT 3 0 3 0 3 3 8 Arteriai Summary _..-.__...-_[NE 7991 i 82nd Street LEaat- and Westbound Two -wad Site Votuma Summary 34 IN. Miami Avenue 1North- and Southboum! Two -Way Site Volume Summary = 41 1 A seasonal factor of 1.0% {a used to increase existing volume to peak season conditions 2 A growth teeter o+ 12.69% is used to harass tram to year 2007 condtttons along NE 79111 Street & 1.0% to increase volume along NE 2nd Avenue 11 Villa Patricia TAP JN 5720 • • • TABLE 3 LEVEL OF SERVICE AT STUDY LOCATIONS 2005 YEAR YEAR PEAK 2007 2007 SEASON WITHOUT WITH PM PEAK SITE SITE INTERSECTION AND APPROACH LOS LOS LOS' NE 2nd Avenue & NE 79th Street .EB LEFT C C 0 EB THRU F F F EB RIGHT C C C WB THRU D D C We RIGHT C C C NB LET 8 B C NB THRU & RIGHT C C F SB LEFT F F F SB THRU & RIGHT a B C INTERSECTION LOS F F E NE 3rd Court 3 NE 79th Street WB LEFT NB LEFT & THRU NE 2nd Avenue & NE 78th Street EB LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT NB LEFT SB LEFT C D D D A A A A NE 3rd Court & NE 78th Street EB LEFT, THRU & RIGHT B B B WB LEFT, THRU & RIGHT B B B NB LEFT A A A SB LEFT A A A Site Driveway along NE 79th Street IWB LEFT [NB LEFT & RIGHT N/A N/A A N/A N/A E Site Driveway along NE 78th Street EB LEFT _ N/A N/A A SB LEFT NIA N/A A 1 LOS is improved with signal retiming i2 Villa Patricia TAP JN 5720 • TABLE 4 • YEAR 2004 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS Arterial f Corridor Na NE 19th Street 9NE-WAY VQLUME Twee - Lanes Eastbound HE 79th Street Gtte-WAY VOLUME Oro • Lade Westbound ROADWAY MODE (Notes) Adopted Abowable 0•20 3,250 2003 ROADWAY CORR VEHICULAR TYPE CAPACITY" (1) (2) 3,250 ROADWAY ROADWAY PER. TRIP PER. TRIP ROADWAY CAPACITYV$ROW'j ROADWAY VOLUME PER. TRIP R aPP[VEHICULAR OPPV ] EXCESS PERSON 1.8 VOLUME* 1.4 PER, TRIP TRIP 1 {3 (4) (0) i (6) (7) 1,350 1,901 3,299 0.37 8 Adopted LS 1,020 1,632 Afawable E*20 1,020 L MASS TRANSIT MODE LOCAL BUS EXPRESS R. TRIP PER. TRIP RAIL 7RAN TOTAL TOTAL TRANSIT PER, TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON ' TRIP Q1.OACIm i= LOAD LOAD a LOAD TRIP EXCESS DESIGN DE51 N DESIGN DESIGN VOLUME I CAPACITY (b) (9) (10) (11) (12) (13) 0 WT AVG AVG 0 0 HEADWAY SEATS RIDEAS DESIGN BOTH PER PAX LOAD PAX PERCENT DIRECTION VEH PER HOUR FACTOR CAPAcm 141(3ERas4)p 0 0 WT AVG AVG HEADWAY 5 BOTH PER PAX DIRECTIO VEH PER HOUR 150.00% 150,00% 150.00% 150.9094 stew- 150. PAX PERCENT CAPACITY (RIDERSHIP Throe - Lases NE 79th Street One- Lana NE 79th Street Three • Lana NE 7901 Street Omr Lane NE 7991 Street LOS TABLE" LOS TABLE°' FOOT LOS Table Voturru s FOOT LOS Table Vo10mes 0.13 . B 0_11 8 9 910 B 1 120 0.13 B 9.1t 8 C 2.530 C T10 0,13 8 9.11 B 0 3,050 0 970 0.77 8 0.68 B E 3,250 E 1 1,020 0.78 C 0.89 C 0.94 C 0.79 C 0,95 0 0.71 D 0,90 0 - 0,95 0 0.99 E 0.93 E 1,00 E 1,00 E ° Volume le 1roo the year 2002 FOOT LOS tables °` ERdethng volume adjusted 10 peak season CORRIDOR TOTALS CORRIDOR •_T—. CORRIDOR CORRIDOR PERSON CORRIDOR PERSON PERSON TRIP PERSON TRIP TRIP EXCESS TRIP f CAPACITY VOLUME CAPACITY WCsty 7 {,5L, (16L _i17 _ 5,200 1,901 3;99 AUTO PERSON TRIPS 9 "I- 1 901 190,019 TRANSST PERSON TRIPS • 0 0.0% TOTAL PERSON TRIPS n 1,901 100,09E 1,632 301 1,251 AUTO PERSON TRIPS = 381 TRANSIT PERSON T3tIPS • TOTAL PERSON TRIPS 0,9% W1 100.0% Villa Patricia Transport Analysis Pro sssiorrel5, Mc. JN 5720 • • TABLE 5 • FUTURE YEAR (2007) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arlerlal 1 Canidw Name NE 79th Street ONE-WAY VOLUME Three - lanes Eastbound NE 78th Street ONE-WAY VOLUME On. - lane Westbound ROADWAY MODE MASS TRANSIT MODE ROADWAY ROADWAY LOCAL BUS; EXPRESS RAIL TRAN TOTAL TOTAL TRANSIT PER. TRIP PER, TRIP ROADWAY PER. TRIP d PER. TRIP PER, TRIP TRANSIT TRANSIT PERSON 2007 ROADWAY CAPACITY ROADWAY VOLUME PER. TRIP ROADWAY CAPACITY i CAPACITY CAPACITY CAPACITY PERSON TRIP CORR 1 VEHICULAR (pPPV= VEHICULAR @PPV EXCESS PERSON - @I LOAD = ' al LOAD - cfe 1.OA0. a LOAD - TRIP EXCESS TYPE I CAPACITY' 1,6 VOLUME— 1,4 PER. TRIP TRIP DESIGN DESIGN DESIGN CIESIGN VOLUME CAPACTY (Notes) (1) r (2) (3)4) (5) (81, (7) LOS (6) (9) I (10) (11) (12} (13j Adapted € LS 1 3,250 5,200 1,567 2,194 3,006 0,42 B 0 0 0 0 0 0 Allowable t E+20 1 WTAVG AVG 325o __W.. HEADWAY SEATS RIDERSHIP DESIGN BOTH PER PAX LOAD- PAX PERCENT DIRECT)ONSI VEH PER HOUR( FACTOR CAPACITY RIDERSHIP 150.00% 150.00% .. .._.._....._,.__�..._...._ 150.0094 ( 1511.00% ted LS 1,020 1,832 a83 9S6 678 0,59 B 0 0 0 0 0 0 Allowable E+20 4 W('AVG AVG 1_020 _f 4 HEADWAY SEATS RIDERSHI DESIGN , --.-...V.».�._.-.... BOTH PER PAX Le en PAX PERCENT ----- I DIRECTIONS VEH , PER HOUR .FACTOR CAPACITY RIDeRSHFP 150.0094 Three - Lanes NE 79111 Street LOS TABLE" 0,13 B 0.13 6 0.13 6 0.77 0.78 Ore., Lane NE 79th Street LOS TABLE^ 0.00 B 0,62 B 0.62 B 0.62 B Three - Lanes NE 79th Street FOOT LOS Table VOlurnee 8 410 C 2530 0 3080 E 3250 One- Lane NE 79111 Street T LOS Table Volumes B 120 C 710 D 970 E 1020 0.82 C 0.94 0.82 C 0.95 0.93 0 0-96 0.99 0,25 5 1.00 1,00 E FACTORS:1 2003.2007 Am, Gr a my, (comp) - 1.1289 Note: 5aason8ly Adjusted Base from Table 1 PROJECT VOLUME ASSIGNED Trsn511 __Fa(ridar 9'..,r,a.r A1I(e T,( arson TA NE 79th Street tnbeund(ES) 31 0 outbound(WS) 3 0 NE 790iSbeet Inbound (EB) 31 0 Outbound (WB) 3 0 CORRIDOR TOTAL CORRIDOR CORRIDOR CORRIDOR PERSON CORRIDORj, PERSON PERSON TRIP PERSON 7R)P TRIP EXCESS TRIP CAPACITY VOLUME CAPACITY (14) (15) (161 (17) i LOS 2,194 3,005 0,42 AUTO PERSON TRIPS' 2,164 100.054 TRA461T PENMONTRIPS' 0 0.014 T0TAi PERSON TRIPS = 2,194 100.0% 955 678 0.59 AUTO PERSON TRIPS 3684010 PERSON 1R 956 100,09E 0 0.0% TA1. PERSON TRIPS 1050% Volume Is Mom the year .dtxu FOOT LOS Mies LOS A 5 8 nat p0asl00 uffArt saswr:0955 a othat Wn Culotta o o 500)71.05 WA. *oiws Existing volume equated to peak seanen Transport Analysis Protessilnels, in JN 5720 Vli9 Patricia • • TABLE 6 YEAR 2004 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS ROADWAY MO MASS TRANSIT MODE CORRIDOR TOT ROADWAY' 1 ROADWAY 2003 CORR TYPE Arterial (Corridor Name (Notes} {1) PER. TRIP L PER, TRIP ROADWAY ROADWAY CAPACITY ] ROAIWAYj VOLUME PER. TRIP I ROADWAY VEHICULAR OPPV= VEHICULARCP& CAPACITY' 1.8 ! VOLUME— 1.4 PER. TRIP I TRIP (2) (3) I (+) 1 (5) EXCESS 1 PERSON (8) ( (7) L05 A11em1 Avenue Adopted AkhxeMe 4-lane dMded E.20 3,920 LS 3, 6,272 1,313 I 1,898 4,434 I 0.28 I 1 i -1-- LOCAL BUS EXPRES PER. TRIP PER. TRIP ACr Y CAPACITY a LOAD a LOAD = DESIGN DESIGN (8) (9) RAILTRAN TOTAL TOTAL TRANSIT PER, TRIP TRANSIT i TRANSIT PFJi50N CAPACITY CAPACITY ( PERSON TRIP 0 LOAD a LOAD o TRIP ERGS; DESIGN DESIGN VOLUME CAPACI (10) (11) (12) (13) CORRIDOR CORRIDOR PERSON PERSON �IRRIDO' PERSON TRIP TRIP TRIP ACM VOLUME 14 CE55 ACITY 10 CORRIDOR PERSON TRIP 7 0 0 0 WT AVG HEADWAY SEATS BOTH PER AVG 4 0 0 RIDER5119P1 DESIGN PAX ii LOAD PAX DIRECTIONS) VEH €PER FACTOR CAPA 150,00% PERCENT RIDERSHIP 150.0015 150.00% B.272 1,838 4,434 0.29 TO PERSON TRIPS ,838 100.0% TRAVRRF588CFF TR1P9 0 0.01 TOTAL PERSON TRIPS), 1,830 100,045 150.0094 0 0 WT AVG AVG N. Miami Avenue N. Mlaml Avenue LOS TABLE— FOOT LOS Table Volumee 0.12 B H 1 470 0.12 B C 2,960 0.12 B D 3,730 i 0.12 B E 3,920 0.13 C 0.94 C 0,95 D 0.98 D 0.99 £ 1.00 E HEADWAY BEATS RIDERSHfP DESIGN BOTH PER PAX T- LQAD DIRECTION' VEH PER HOUR' FACTOR PAX PERCENT CAPACRY RIDERSHIP 150,00% Voiunre is from Um Year 2002 FOOT LOS labels E./deft vole, ne edlueted to Peek seeeon 0 PERSON TRIPS TR TOTAL PERSON TRIPS = 0 Vttta Patikia Transport Analysis Professionals, Inc. JN 45720 • • TABLE 7 FUTURE YEAR (2007) PEAK SEASON CORRIDOR ANALYSES with GROWTH, COMMITTED DEVELOPNEENT AND SITE TRAFFIC Artenlal ICorridor Name ROADWAY MODE ROADWAY ROADWAY {Notes 2007 CORR TYPE ) ROADWAY VEHICULAR CAPACTY` (2) PER. TRIP CA+PAC(TY PPVP< 1.6 13) ROADWAY VEHICULAR VOLUME"- (4) PER. TRIP ROADWAY VOLUME PER, TRIP 1 ROADWAY @PPV. EXCESS PERSON 1.4 PER. TRIP) TRIP (5) (fl) (7) I LOS LOCAL BUS EXPRES PER. TRIP CAPACITY LOAD= DESIGN (81 PER. TRIP CAPACITY $ LOAD DES)ON (a) MASS TRANSIT MOD RAIL TRAN PER. TR CAPACITY ( Loom. DESIGN (10) TOTAL TRANS CAPACITY a LOAD DESIGN {11) TOTAL, TRAN TRANSIT PERS PERSON TRIP TRIP EXCESS VOLUME CAPACct (121 1 (13) Mlami Avartua Tam -way Votunea Adopted 3 920 8,272 j 1,523 2.132 4.1 C 20 3820 0 HEADWAY 8O7H DIRECTiONO 0 WI' AVG SEATS P031 VON 0 0 AVG RIDERSHIP DESIGN PAX LOAD R HOUR FACTO PAX PERCENT CAPACITY Ro2ERsHiP /50.00% 150,00% 150.00% CORRIDOR TOTALS CORRIDOR ORRIC50FV CORRIDOR PERSON PERSON PERSON TRIP TRIP TRIP EXCESS CAPACITY VOLUME CAPACITY (14) (15) (1B) CORRIDOR PERSON TRIP WC._._ (17) i ,272 I 2,132 r-' 4040 .24 AUTO PERSON TRIPS = TRNi9.R PERSON TRIPS 2.132 TOTAL PERSON TRIPS 2,132 100.0% 0,0% 1000% 158.0056 0 0 WT AVG AVG HEADWAY SEATS RIDERSHIP DESIGN AUTO PERSON TRIPS BOTH RECTIONS PER PAX PER HOUR LOAD FACTOR 150.005E PAX CARA:MY IP PERCENT TRANSIT PERB0 I u 1 AL PERSON TRIPS* N. Miami Avenue N. Miami Avenue LOS TABLE" FOOT LOS Table Volumes 0.12 B 470 0.12 0.12 B 0 C D 2960 2730 0.12 B E 3520 0.13 C 0.84 C 0.95 D 0.96 D 0.99 6 1.00 FACTORS:I 2003.2007Ann. Gr 0211%/yr (comp)* 1.120 Nate' Seascnoly A,Semted Base from Table 4 PROJECT VOLUME ASSIGNED Transit Grunt Ken N. Miami Avenue I Auto Tilos Person Trlos Inbound (NB) 10 OsAfieun31 0 0 Votume is from the year 2002 FOOT LOS lahies LOS A a, B not pond* under aasump5ma - 07her vh cutoffs nut P)OT LOS tst4e roles Existing voii+me ad)usted to peals semen Ulna Patricia Transport Anatyals Professionals, Inc JN 572'0 • • TRANSPORTATION CONTROL MEASURES PLAN The City of Miami requires that developments requiring a MVP 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 studied will operate within acceptable level of service conditions with site traffic in build -out year 2007. NE 2"1 Avenue and NE 79th Street will require a minor modification to the traffic signal timing. After build -out and occupancy of the proposed development, the developer should contact the Miami - Dade County Signals and Signs Division at 305-592-8925 and request that they evaluate and optimize the traffic signal timing at the subject location. The developer is strongly encouraged to be proactive with implementing a traffic controls measure plan, as discussed above. I7 • APPENDICES • • APPENDIX A TRAFFIC STUDY METHODOLOGY • Villa Patricia We are proposing on a traffic study and request your input as to the rnethodoto-ay and scope. The location is in the southeast corner of NE 2td Avenue and NE 79°h in the City of Miami, The developers are proposing 344 - apartment units of elderly housing. The development will occur in two phases with phase one being completed in 2007 and phase two in 2008. The developer is proposing the following land use: • Apartments phase one 160 - units • Apartments phase two 180 - units • Total is 340 - units The intersections we are proposing to study during the PM peak are as follows: • NE 2nd Avenue & NE 79`h Street (signalized) • NE 2nd Avenue & 78`h Street (unsignalized) • NE 3rd Court & NE 79`h Street (unsignalized) • NE 3rd Court & NE 78`1' Street (unsignalized) • Site driveway(s) connecting to any public road The two arterials are as follows: • NE/NW 79=h /82'd Street (SR 934) (one-way pair) • N. Miami Avenue Study Area: • North: Little River • South: NE 718` Street • East: Biscayne Boulevard • West: N. Miami Avenue Other Considerations: • We plan to use the 7`h edition of ITE's Trip Generation to estimate site traffic. • We plan to show the impacts in year 2009 at full build out • We plan to use the MUATS model for site traffic distribution, • We will use FDOT's seasonal data to factor existing volumes. • We will use historical growth for the two study arterials. If growth is negative, we will use a 1 % growth factor through the development's programmed build -out year. • We will research & use all bus route schedules for both arterials, if needed. • We will research committed development in the area that may have an influence on the project and submit a list to you and the city for review and acceptance. • We will research the TIP and LRTP for future roadway improvements. • We wilt provide TCM recommendations. • We will perform a queuing analysis, if the development is planning a gated entry. • • APPENDIX B TRAFFIC VOLUME DATA GEOMETRY 0 • • • • TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183.4498 (305) 385 0777 Office (305) 385 9997 File Name : 5720-NE2@a 79PM Site Code 30775720 Start Date : 03/31t2005 Page No : 2 E 2nd Avenue Southbound Starr Tame 3 L t/ Thrc PTO R Ptak Hour From 16�00 to f 7.45 - Peek 1 o° 1 fntersectio 17 00 Right App Iota Volurne 98 372 3 18 491 Percent 20.0 75.8 0.6 3.7 Volume 98 372 3 18 491 Volume 33 95 0 2 130 Peak Factor High int. 17:45 Volume 16 117 2 8 143 Peak 0.858 Factor NE 79th Street NE 2nd Avenue Westbound Northbound Thru TO RI Right App. Total 1 334 43 58 436 0.2 76,6 9,9 13.3 1 334 43 58 436 1 90 12 14 117 17:30 1 90 12 14 117 0.932 Loft Them RTC) Right App' ' L, Taral NE 79th Street Eastbound Tara SYTORR I Right 44 714 2 39 799 123 132 5.5 89.4 0.3 4.9 j 8.3 88.9 44 714 2 39 799 123 132 4 8 163 1 8 180! 27 358 17 26 1.1 1.7 17 26 1490 5 5 395 17:15 17:30 9 205 0 6 220 27 358 5 5 395 0.908 0.943 mro 5 N C sr M g r NE 2nd Avenue Out In Total North 1313112005 5:00:00 PM 3/3112006 5:45:00 PM jAlt Vehides Left Thru Rignt 441 7141 411 � 1 1 416i 7981 [ 12151 Out in Total NE 2nd Avenue App. Total Tots) 1490[ 3216 3216 822 0.978 • • • TRANSPORT ANALYSIS PROFESSIONALS; Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 Fite Name : 5720-NIE2 c@79PM Site Code ; 30775720 Start Date : 03/3112005 Pane No : Counter: 3077 / 3076 Counted Ey: FCC 1 DAB Weather: Gear 'ther. No Loft Turn W8 NE 2nd Avenue Southbound Start Tioto Let i Thu RTOR Right Factor 7 1.0 1.0 I 1.0 ? 1.0 16:00 22 106 2 7 16:1.5 13 92 0 11 16:30 14 101 0 7 16:45 21 94 1 14 TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 1377th AVENUE, SUITE 210 MIAMMMI, FLORIDA 33183-4498 (305) 385 0777 Office (305)385 9997 App. L ft Total , Groups Printed- All Vehicles NE 79th Street f NE 2nd Avenue Westbound Northbound lire RTO 1.0 2.0 [ 1.0 Right E€ Ap. Total Left Taro { RTa 1.0 i 1.0 1.o Right App. Tavel Left 1.0 137 1 90 8 12 111 11 181 0 5 197 26 1161 0 89 12 32 133 12 164 0 9 185? 38 1220 90 7 18 115 22 155 3 8 /88{ 31 130 0 98 14 13 125 11 172 0 8 191 25 Total 70 393 3 39 505 i 1 367 41 75 484 56 672 3 30 761 1 120 117'.00 23 85 1 5 114 17:15 26 75 0 3 104 17:30 33 95 0 2 130 17:45 16 117 2 8 143 Total 98 372 3 18 491 Grand 168 765 6 57 996 Total Apprch% 16.9 76.8 0.6 5.7 Total % 2.7 12.1 0.1 0.9 15.7 0 89 9 16 114 0 71 8 16 95 1 90 12 I4 117 0 84 14 12 110 1 334 43 58 436 18 184 0 13 215 9 205 0 6 220 8 163 1 8 180 9 162 1 12 184 44 714 2 39 799 1.0 File Name 5720-NB2@79PNI Site Code : 30775720 Stan Date 03/31/2005 Page No : 1 NE 79th Street Eastbound Thr 3.0 1 287 306 266 311 11', 0 RTO /0 10 9 5 8 Right App. To nl 1,4 1 10 333 13 366 13 315 11 355 32 47 1369 33 312 3 5 353 30 330 2 9 371 27 358 5 5 395 33 324 7 7 371 123 134 17 26 1490 2 701 84 133 920i 100 138 5 69 1560 243 249 49 73 2859 0.2 76.2 9.1 14.5 i 6,4 88.8 0.3 4.4 8.5 87.2 1.7 2.6 0.0 11.1 1.3 2,1 14.5 1.6 23.9 0.1 1.1 24.6 j 3.8 39.4 0.8 1.2 45.1 • r Cr • NE 2nd Avenue Out In Total 1 1848; f 996f i 631 7351 166C Right Thru Left 1-i 14 1 28421 North p/3112005 4:00:00 PM 3/31/2005 5:45:00 PM All Vehicles f 1-4 Left Thru Right 1 1001 13e8T 741 1 8891 E 15601 1 24491 0u1 In Total NE 2nd Avenue nt. 1 Total { 778 800 740 801 3119 796 790 822 808 3216 6335 • • • TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th AVENUE„ SUITE 210 MIAMI, FLORIDA 331834498 (305) 385 0777 Office (305)385 9997 File Nam w 5720-NE2a:78PM Site Code : 57203076 Start Date : 04/04/2005 Page No :2 NE 2nd Avenue Southbound t PI . IStort Tiee / Left Thru TO ROI Pk He From 16.06 to 17:45. Peak 1 of 1 intern,ctio 16:00 Volume 23 417 0 38 Percent 5.0 91.0 0.0 3.9 Volume 23 417 0 18 458 Volume 9 98 0 3 110 Peak Factor High Int. 16;45 Volume 11 110 0 6 127 Peak Factor NE 78th Street NE 2nd Avenue NE 78th Street Westbound Northbound Eastbound APP. 1 Leh. / Thru T01.24 . RTO App. Total: Left Thru RTO Right App . Lft Total e RTO Thin R Right App. Total Total 458 0.902 6 14 9 16.2 37.8 21.6 24.3 6 14 8 9 3 2 1 3 16:30 2 37 37 9 2 5 14 0.661 68 884 3 62 1017 6.7 86.9 0.3 6.1 68 884 3 62 1017 19 235 0 14 268 7 8 9 8 21.9 25.0 28.1 25.0 7 8 9 8 2 2 2 2 32 32 8 6;00 16:15 19 235 0 14 268 3 2 4 2 11 0.949 0.727 NE 2nd Avenue Out In Total Fl4n1 1366i 1 f la; 4171 221 Right Thru Left 4 r 9081 North /200 4:00:00 PM /4/2005 4:45:00 PM Vehicles Out In Total NE 2nd Avenue 1544 1544 395 0.977 TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW I 37th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 • • File Name 5729-NE2 :37$PM Site Code 57203076 Start Date 04(04/2005 Page Na 2 • • Counter: 3076 / 3077 Counted DAB I PCC Weather; Clear )ther: TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 OFftv.e (305) 385 9997 Crrou s Printed- All Vehicles Narne : 5720-NE2@78PM Site Code : 57203076 Start Date : 04/0412005 Page No 1 NE 2ad Avenue Soutlibound NE 78th Street Westbound I i NE 2nd Avenue Northbound NE 78th Street Eastbound ' st,r, Tim, ; Lidt T RTO T.A01 1,011 1 Thru ToR aight i TAL I Left Thru i wrloz I Rio, iitp,p,i , 5„, Thru al i Ri.o. TA2.1 ThIc4,4ti 1 16:00 9 98 0 3 110 3 2 I 3 9 19 235 8 14 268 2 2 2 2 8 395 16:15 1 119 0 5 125 1 5 1 1 8• 14 210 2 29 246 3 2 4 2 11 390 16:30 2 90 0 4 96 2 5 2 5 14 21 219 0 15 255 2 3 1 1 7 372 16:45 11 110 0 6 127 0 2 4 0 6 14 220 1 13 248 0 1 2 3 6 387 Total 23 417 0 18 458 6 14 8 9 37 68 884 3 62 1017 7 8 9 8 32 1544 17:00 2 113 0 5 120 8 7 4 4 23 17 169 0 5 192 5 0 3 1 9 344 17:15 4 130 1 2 137 2 5 1 5 13 13 185 0 19 217 1 0 4 2 7 374 17:30 3 109 0 3 115 2 5 2 5 14 17 193 0 31 241 2 3 4 2 11 381 17:45 5 109 0 3 117 5 2 3 2 12 16 209 0 10 235 3 0 5 1 9 373 Total 14 461 1 13 489 17 19 10 16 62 63 756 0 66 885 31 3 16 6 36 1472 Grand Total 37 878 1 31 947 23 33 18 25 99 131 164 0 3 128 1902 18 11 25 14 68 3016 Apprch % 3.9 92,7 0.1 3,3 23.2 33.3 18.2 25.3 6.9 86.2 0.2 6.7 26.5 16.2 36.8 20,6 Total % 1,2 29.1 0.0 1.0 31.4 0.8 1.1 0,6 0.8 3.3 4.3 54.4 0.1 4.2 63.1 0.6 0.4 0.8 0.5 2.3 NE 2nd Avenue out In Totel North 14/4/2005 4:00:00 PM 4/4/2005 5:45:00 PM lAil Vehicles T __0 Left Thru Right 1311 1640± 131 j L 940 1 1902i Out In Tots{ NE 2nd Avenue 1 25421 s. 18 • • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MLAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 5720-ne3et tp.,79pn Site Code : 57203076 Start Date : 04106/2005 Page No : 2 NE 3rd Cour Southbound Sun Tuna Left Thru Right PWa Ptak Hoar From 16:00 to 17:45 • Peak 1 of 1 lnterseetio 16:45 App. Total Volume 0 0 0 0 0 Percent 0,0 0.0 0,0 0.0 ✓ olume 0 0 0 0 0 Volume 0 0 0 0 0 Peak Factor High Int. 3:45:00 PM ✓ olume 0 0 0 0 0 Peak Factor NE 79th Street Westbound hru t Fed6 I App. Toe Loft NE 3rd Court Northbound ra i Right Pedr1 51 516 0 0 567 16 0 174 0 190 9.0 91.0 0.0 0.0 8.4 0.0 91.6 0.0 51 516 0 0 567 16 0 174 0 190 12 171 0 0 183 4 0 46 0 50 17:30 12 171 0 0 183 7:00 2 0 52 0 54 0,775 I 0.880 Left. 8 0 21 0 13711 2128 0 421 4 0 425 [ 658 0.809 17:30 0 421 4 0 425 0.806 NE 79th Street Eastbound Thru l ajh: Pode App. ( 1nt_ Tout [ Tots] 1371 2128 0 135 21 0 0,0 98,5 1.5 0.0 135 41 frj ET- North 16f2005 4:45:00 PM /612005 5:30:00 PM All Vehicles 262j Out In Teta[ NE 3rd Court 0 rn • • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 2 0 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 Fdc Narn 5720-ne3ct@79pm Site Code 512030/e Start Date 04/0612005 Page No 2 Counter: 3076 •Cotanted By: DAB Weather: Clear 'they: Start Time Factor 16:00 16:15 16:30 16:45 Total Left 1.0 0 0 0 0 NE 3rd Court Southbound Thru Right Pods 1.© 0 0 0 0 0 0 0 0 0 0 0 0 1.0 1.0 0 0 0 0 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 App. Total Groups Printed- All Vehicles NE nth Street I NE 3rd Court Westbound Northbound LP ( Thru 1 Right Pecis App' Total 1.0 [ 3.0 to 0 1 15 121 0 1 11 132 0 i 13 153 0 I 32 130 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 Grand 0 0 0 Total Apprch %© 0,0 0.0 0.0 0.0 Total % 0.0 0.0 0.0 0.0 0.0 • • 0 0 1.0 Lett ru Righr a5 I ( l.0i 1.0. 1.0 App. Total 0 0 136 2 0 21 0 23 0 0 143 3 0 18 0 21 0 0 166 6 0 31 0 37 0 0 142 5 0 47 0 52 51 536 0 0 587 16 0 117 0 133 15 118 0 0 133 12 97 0 0 109 12 171 0 0 183 7 117 0 0 124 2 0 52 0 54 5 0 29 0 34 4 0 46 0 50 5 0 33 0 38 46 503 0 0 549 16 0 160 0 176 97 ]03 0 9 8.5 91.5 0.0 0.0 2.4 25.7 0.0 0.0 28.1 Fite Name Site Code Start Date Page No NE 79th Street Eastbound Leff I Thro 1.0 Righr I 1.0 Feda 1.0 5720eno3ct@79p:n 57.2033076 04/06/2005 App, Total 0 295 5 0 300 0 302 3 0 305 0 285 8 0 293 0 307 6 0 313 0 118 22 0 3211 0 320 4 0 324 0 302 7 0 309 0 421 4 0 425 0 322 3 0 325 0 136 18 0 1383 32 0 277 0 309 0 254 40 0 2594 10.4 0.0 89.6 0.0 0.0 98,5 1.5 0.0 0.8 0.0 6.9 0,0 7.7 1 0,0 63.2 1.0 0.0 64.2 rt1el2005 4:00:00 PM 41612005 5:45:00 PM 4-1 Leff Right Pads 309! 4461 Total Inc, Total 1 459 469 496 507 1931 511 452 658 487 2108 4039 TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 5720-NE3Ct2J78PM Site Code : 57203076 Start Date : 04/05./2005 Page No :2 NE 3e6 Court Southbound Stasi T4,, Lt Thna ight I P.O. Peak Hew. Fall 16.-.00 a /745 - Peak .o.f Intersectio 16:45 NE 78 Street 1 No Guliet App. I Lce, Total I Volume 1 67 20 0 88 Percent 1.1 76.1 22.7 0.0 Volume 1 67 20 0 88 Volume 0 16 4 0 20 Peak Factor High Int. 17:00 Volume 1 19 7 0 27 Peak 0.815 Factor T Westbound ROE Pt& 0 i 1 0 0.0 50.0 50 0 0 D 0 1 1 0 0 1 APP Tnutl 2 2 1 16:45 0 0 1 0 1 0.500 Left NE 3rd Cou Northbound Righl Pe& App. Total NE 78th Stre Eastbound Thrts Right I PVii 20 218 2 0 240 98 0 28 8.3 90.8 0.8 0.0 77.8 0.0 22.2 0.0 20 218 2 0 240 98 0 28 0 126 4 61 1 0 66 33 0 12 0 45 17:15 16:45 6 64 0 0 70 33 0 12 0 45 0.857 0.700 • os AL h • E 3rd Court In Total 881 1 405 I North :1/5/2005 4:45:00 PM 4/5/2005 5:30:00 PM AJI VeNcles APP. Total 0 126 456 456 132 0.864 • • • TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th AVENUE, SUITE 210 MIAMI., FLORIDA 33183-4498 (305)385 0777 Office (305) 385 9997 File Name : Vntitled I Site Code : 57203076 Start Date : 04/0512005 Page NG : 2 • • (.1:ounter: 3076 Counted By: DAB Weather: Clear .Aher: East Leg Dead Ends 16:00 16:15 16:30 16:4,5 Total 2 0 0 3 NE 3rd Court Southbound TRANSPORT ANALYSIS PROFESSIONALS, Inc 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 Groups Printed- All Vehicles NE 78 Street 1 No Outlet Westbound Pds PP' 1 Left 1 Thni Righ P 0 0 0 0 0 18 19 24 i 20i 81 17:00 1 19 7 0 27 17:15 0 19 5 0 24 17:30 0 13 4 0 17 17:45 I 18 5 0 24 Total 2 69 21 0 92 Grand 5 ;26 42 0 173 Total Approh % 2.9 72,8 24.3 0.0 Total % 0.6 15.7 5.2 0 0 21.5 NE 3rd Court Northbound 0 0 0 0 0 1 31 1 0 0 0 i[ 4 30 0 2 0 0 2 1 3 38 0 0 1 0 1 1 4 61 1 2 1 0 4! 12 160 0 0 0 0 0 0 0 0 32 34 41 66 173 0 0 0 0 0 4 41 1 0 46 0 0 0 0 0 6 64 0 0 70 0 1 0 0 1 6 52 0 0 58 0 0 0 0 o1 6 55 0 0 61 0 1 0 0 1 22 212 i 0 235 1 3 1 0 5 20.0 60.0 20.0 0.0 0.1 0.4 OA 0.0 0.6 34 372 2 0 408 8.3 91.2 0.5 0.0 4.2 46.3 , 0.2 0.0 50.7 30 16 11 33 90 File Name 5720-NE3CQ.78PM Site Code 57203076 Start Date 04/0512005 Faze No 1 NE 78th Street Eastbound re 1 Right Reds 0 0 0 1 7 0 3 12 22 0 0 0 0 0 38 16 14 45 113 26 0 8 0 34 21 0 6 0 27 18 0 2 0 20 19 D 5 0 24 84 0 21 0 105 174 1 43 0 218 79.8 0.5 19.7 0.0 21.6 0.1 5.3 0.0 27.1 �c v Out I 5471 • • Total 720 IIIKEIMIE31111111113111111110 R T ni 8eft Pads North 14/5/2005 4.00.00 PM 5/2005 5:45:00 PM Alt Vehicles 1 1 Left Thu rrt Reds 84 MEINIMI 81 r 1701 Out In N rdC • I 5781 Total 0 Zn.i La SAE 88 70 81 132 371 107 121 96 109 433 804 04/08/05 16o14P53 • TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5720-NB&SB Info 1 m N Miami Avenue S/O Info 2 NW 79th Street Page: 1 Date : Apr 6, 2005 Wed Factor . 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour 2-5B Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total • AM 12 1 2 3 4 5 6 7 8 9 10 11 PM 12 167 130 109 120 526 149 124 123 134 530 1 117 144 138 144 543 107 111 112 118 448 2 156 142 138 165 601 99 143 132 132 506 3 138 179 175 193 685 136 118 104 140 498 4 208 234 195 205 842 138 114 106 115 473 5 216 166 233 178 793 141 105 119 135 500 6 210 190 162 155 717 109 116 125 105 455 7 165 123 149 131 568 113 113 98 107 431 8 138 90 97 84 409 107 72 86 70 335 9 109 91 130 72 402 58 53 53 61 225 10 55 58 52 59 224 54 33 48 33 168 11 42 42 44 27 155 24 29 35 23 111 1056 991 1107 1183 1315 1293 1172 999 744 627 392 266 TOTALS 58% 6465 42% 4680 11145 AVERAGE 134.7 period 538.8 97.5 period 390.0 928.8 Peak PM Hour is *** 3:45pm to 4:45pm *** Volume Lane 1 : 830 Lane 2 : 498 Combined: 1328 Directional Split : 63% 38% Peak Hour Factor 0.887 0.889 0.954 Peak / Day Total 0.128 0.106 0.119 • 16; : • • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 * * * Dual Channel 15 Minute * * * ite ID : 5720-NB&SB Info 1 : N Miami Avenue S/0 Info 2 : NW 79th Street Page; Date : Apr 7, 2005 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 45 26 18 17 106 19 14 14 10 57 163 1 21 15 14 12 62 8 11 2 8 29 91 2 8 4 7 5 24 5 4 5 6 20 44 3 6 7 6 7 26 5 3 5 6 19 45 4 6 7 6 11 30 7 4 5 17 33 63 5 7 15 18 20 60 7 12 23 30 72 132 6 28 27 28 48 131 40 59 104 123 326 457 7 65 51 70 105 291 146 197 249 284 876 1167 8 87 101 100 83 371 279 279 219 253 1030 1401 9 97 114 102 91 404 214 180 177 163 734 1138 10 98 107 106 109 420 121 137 121 152 531 951 11 146 106 142 132 526 128 141 139 109 517 1043 PM 12 163 140 158 132 593 153 127 111 114 505 1098 1 143 142 138 126 549 117 121 125 123 486 1035 2 161 155 163 154 633 114 120 121 135 490 1123 3 156 167 182 203 708 143 116 119 134 512 1220 4 213 220 209 196 838 114 107 128 122 471 1309 5 187 196 177 203 763 141 122 135 122 520 1283 6 180 190 154 149 673 131 106 100 103 440 1113 7 156 120 134 102 512 122 122 74 80 398 910 8 116 105 85 85 391 95 74 55 57 281 672 9 108 95 82 68 353 37 47 41 55 180 533 10 60 64 67 61 252 48 45 41 50 184 436 11 41 37 38 45 161 19 34 41 19 113 274 TOTALS 50% 8877 AVERAGE 92.5 period 369.9 50% 91.9 period 8824 17701 367.7 737.5 Peak AM Hour is *** 7:30am to 8:30am *** Volume Lane 1 : 363 Lane 2 : 1091 Combined: 1454 Directional Split : 25% 75% Peak Hour Factor . 0.864 0.960 0.934 Peak / Day Total. 0.041 0.124 0.082 Peak PM Hour is *** 3:45pm to 4:45pm *** Volume Lame 1 : 845 Lane 2 : 483 Combined: 1328 Directional Split : 64% 36% Peak Hour Factor 0.960 0.901 0.985 Peak / Day Total 0.095 0.055 0.075 04/ 08/05 16:14:53 TRANSPORT ANALYS S PROFESSIONALS, Inc. 8701 SW 137tY Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5720-NB&SB info 1 : N Miami Avenue S/0 Info 2 . NW 79th Street Page: 3 Date : Apr 8, 2005 Fri Factor : 1,00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour 2-S5 Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 42 26 21 29 118 18 19 18 14 69 187 1 21 18 14 9 62 13 8 7 6 34 96 2 15 12 10 12 49 10 6 7 6 29 78 3 7 10 1 9 27 5 4 6 2 17 44 4 2 5 5 6 18 3 5 3 17 28 46 5 9 16 13 24 62 10 8 23 37 78 140 6 20 25 25 36 106 24 56 83 120 283 389 7 46 57 84 70 257 132 167 240 231 770 1027 8 70 88 77 101 336 236 243 216 234 929 1265 9 88 99 101 85 373 222 214 188 174 798 1171 10 100 121 116 116 453 170 172 158 142 642 1095 11 129 114 128 140 511 145 122 129 128 524 1035 'M 12 1 2 3 4 5 6 7 8 9 10 11 TOTALS 36% 2372 64% 4201 6573 AVERAGE 49.4 period 197.7 87.5 period 350.1 547.8 Peak AM Hour is *** 8:15am to 9:15am *** Volume Lane 1 : 354 Lane 2 : 915 Directional Split : 28% 72% Peak Hour Factor 0.876 0.941 Peak / Day Total 0.149 0.218 Combined: 1269 0.947 0,193 04/08/05 1E:14:53 • TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Final Report (page 1 of 2) ite ID : 5720-NB&SB Info 1 : N Miami Avenue S/O Info 2 : NW 79th Street Page ************** Start Date : Apr 6, 2005 Wed End Date : Apr 8, 2005 Fri Adj. Factor: 1,00 ALL DAYS COMBINED Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 87 52 39 46 224 37 33 32 24 126 350 1 42 33 28 21 124 21 19 9 14 63 187 2 23 16 17 17 73 15 10 12 12 49 122 3 13 17 7 16 53 10 7 11 8 36 89 4 8 12 11 17 48 10 9 8 34 61 109 5 16 31 31 44 122 17 20 46 67 150 272 6 48 52 53 84 237 64 1.15 187 243 609 846 7 111 108 154 175 548 278 364 489 515 1646 2194 8 157 189 177 184 707 515 522 435 487 1959 2666 9 185 213 203 176 777 436 394 365 337 1532 2309 10 198 228 222 225 873 291 309 279 294 1173 2046 11 275 220 270 272 1037 273 263 268 237 1041 2078 ?M 12 330 270 267 252 1119 302 251 234 248 1035 2154 1 260 286 276 270 1092 224 232 237 241 934 2026 2 317 297 301 319 1234 213 263 253 267 996 2230 3 294 346 357 396 1393 279 234 223 274 1010 2403 4 421 454 404 401 1680 252 221 234 237 944 2624 5 403 362 410 381 1556 282 227 254 257 1020 2576 6 390 380 316 304 1390 240 222 225 208 895 2285 7 321 243 283 233 1080 235 235 172 187 829 1909 8 254 195 182 169 800 202 146 141 127 616 1416 9 217 186 212 140 755 95 100 94 116 405 1160 10 115 122 119 120 476 102 78 89 83 352 828 11 83 79 82 72 316 43 63 76 42 224 540 TOTALS SO% 17714 50% 17705 35419 AVERAGE 184.5 period 738.1 184.4 period 737.7 1475.8 Peak AM Hour is *** 7:30am to 8:30am *** Volume Lane 1 : 675 Lane 2 : 2041 Combined: 2716 Directional Split : 25% 75% Peak Hour Factor 0.893 0,977 0.955 Peak / Day Total 0.038 0.115 0.077 Peak PM Hour is *** 3:45prn to 4:45pm *** • Volume Lane 1 : 1675 Lane 2 : 981 Combined_ 2656 Directional Split : 63% 37% eak Hour Factor 0,922 0.895 0.984 Peak / Day Total 0.095 0.055 0.075 04/08/05 16:14:5? • TRANSPORT ANALYSIS PROFESSIONALS; 1 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 Dual Channel 15 Minute Final Report (page 2 of 2) Site ID : 5720-NB&SB Info 1 . N Miami Avenue S/O Info 2 : NW 79th Street Page: ************** Start Date : Apr 5, 2005 Wed End Date : Apr 8, 2005 Fri Adj, Factor: 1.00 ALL DAYS AVERAGED Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total • 411 AM 12 44 26 20 23 112 19 17 16 12 63 175 1 21 17 14 11 62 11 10 5 7 32 94 2 12 8 9 9 37 8 5 6 6 25 62 3 7 9 4 8 27 5 4 6 4 18 45 4 4 6 6 9 24 5 5 4 17 31 55 5 8 16 16 22 61 9 10 23 34 75 136 6 24 26 27 42 119 32 58 94 122 305 424 7 56 54 77 88 274 139 182 245 258 823 1097 8 79 95 89 92 354 258 261 218 244 980 1334 9 93 107 102 88 389 218 197 183 169 766 1155 10 99 114 111 113 437 146 155 140 147 587 1024 11 138 110 135 136 519 137 132 134 119 521 1040 ?M 12 165 135 134 126 560 151 126 117 124 518 1078 1 130 143 138 135 546 112 116 119 121 467 1013 2 159 149 151 160 617 107 132 127 134 498 1115 3 147 173 179 198 697 140 117 112 137 505 1202 4 211 227 202 201 840 126 111 117 119 472 0 (1312 5 202 181 205 191 778 141 114 127 129 510 -1" 1288 6 195 190 158 152 695 120 111 113 104 448 1143 7 161 122 142 117 540 118 118 86 94 415 955 8 127 98 91 85 400 101 73 71 64 308 708 9 109 93 106 70 378 48 50 47 58 203 581 10 58 61 60 60 238 51 39 45 42 176 414 11 42 40 41 36 158 22 32 38 21 112 270 TOTALS 50% 8857 50% 8852 17709 AVERAGE 46.1 period 184.5 46.1 period 184.4 368.9 Peak AM Hour is *** 7:30am to 8:30am *** Volume Lane 1 : 339 Lane 2 : 1022 Combined: 1359 Directional Split : 25% 75% Peak Hour Factor 0.892 0.979 0.954 Peak / Day Total . 0.038 0.115 0.077 Peak PM Hour is *** 3:45pm to 4:45pm *** Volume Lane 1 : 838 Lane 2 : 491 Combined: 1329 Directional Split : 63% 37% ?eak Hour Factor 0.923 0.996 0.983 Peak / Day Total 0.095 0.055 0.075 04/13/U5 1E,58:04 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 * * * Site ID : 5720-W251 Info 1 NW 79th Street E/O Info 2 : N Miami Avenue Single Channel 15 Minute Lane 1-Normal, Axle, /2 * * * Page: 1 Date : Apr 11, 2005 Mon Factor : 1.00 Hour 1-WB Hour Starts 0 15 30 45 Total AM 12 1 3 4 5 6 7 8 9 10 11 PM 12 133 121 113 119 486 1 134 122 128 128 512 2 140 132 125 127 524 3 117 124 122 116 479 4 118 125 114 111 468 5 120 123 105 120 468 6 103 110 95 72 380 7 94 80 93 90 357 a 94 86 57 74 311 9 66 72 68 56 262 10 80 60 62 57 259 11 58 51 53 43 205 TOTALS 4711 AVERAGE 98,1 period 392.6 Peak PM Hour is *** I:30pm to 2:30pm Volume Lane 1 : 528 Peak Hour Factor • . 0.943 Peak / Day Total • . 0.112 • * * * r • 15p58_04 TRANSPORT ANALYSIS PROF ,SSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 Single Channel 15 Minute **°* Site ID : 5720-W31 Info 1 NW 79th Street E/O Info 2 : N Miami Avenue e 1-Normal, Axle, /2 Page: 2 Date : Apr 12, 2005 Tue Factor : 1.00 Hour 1-WE Hour Starts 0 15 30 45 Total AM 12 29 46 52 42 169 1 47 33 24 24 128 2 36 29 20 21 106 3 28 20 27 22 97 4 23 20 23 30 96 5 51 38 35 39 163 6 38 35 40 49 162 7 48 75 74 69 266 8 79 76 117 107 379 9 113 110 141 112 476 10 112 112 116 133 473 11 125 147 120 152 544 PM 12 124 113 130 131 498 1 138 122 98 123 481 2 116 139 131 121 507 3 130 108 125 126 489 4 133 122 126 121 502 5 119 135 108 97 459 6 125 106 107 83 421 7 72 84 90 79 325 8 81 92 53 78 304 9 58 90 80 61 289 10 63 65 64 61 253 11 56 56 55 55 222 TOTALS 7809 AVERAGE 81.3 period 325.4 Peak AM Hour is *** 11:00am to 12:O0pm Volume Lane 1 : 544 Peak Hour Factor 0.895 Peak / Day Total 0.070 Peak PM Hour is *** 12:30pm to 1:30pm *** Volume Lane 1 : 521 Peak Hour Factor 0.944 Peak / Day Total 0.067 04/13/05 1558:04 • RANSPORT ANALYSIS PROFESSIONALS, 1 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 ** * Single Channel 15 Minute *** Site ID : 5720-WB1 Info 1 : NW 79th Street E/O info 2 : N Miami Avenue Lane 1-Normal, Axle, /2 Page: Date : Apr 13, 2005 Wed Factor > 1.00 Hour 1-WE Hour Starts 0 15 30 45 Total • AM 12 49 38 40 32 159 1 25 36 35 40 136 2 27 32 28 26 113 3 12 17 9 18 56 4 27 17 23 15 82 5 45 31 31 35 142 6 38 18 51. 45 152 7 43 66 78 80 267 8 68 73 91 101 333 9 102 110 126 108 446 10 119 125 127 137 508 11 118 121 135 133 507 "DM 12 1 2 3 4 5 6 7 8 9 10 11 TOTALS 2901 AVERAGE 60.4 period 241.8 Peak AM Hour is *** 10:45am to 11:45am Volume Lane 1 : 511 Peak Hour Factor 0.932 Peak ./ Day Total 0,176 04/13/05 15;58:04 • .************ TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Single Channel 15 Minute Final Report (page 1 of 2) Site ID : 5720-WB1 Info 1 : NW 79th Street E/O Info 2 : N Miami Avenue Page: 4 ************* Start Date : Apr 11, 2005 Mon End Date Apr 13, 2005 Wed Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-WB Hour Starts 0 15 30 45 Total • AM 12 78 84 92 74 328 1 72 69 59 64 264 2 63 61 48 47 219 3 40 37 36 40 153 4 50 37 46 45 178 5 96 69 66 74 305 6 76 53 91 94 314 7 91 141 152 149 533 8 147 149 208 208 712 9 215 220 267 220 922 10 231 237 243 270 981 11 243 268 255 285 1051 7M 12 257 234 243 250 984 1 272 244 226 251 993 2 256 271 256 248 1031 3 247 232 247 242 968 4 251 247 240 232 970 5 239 258 213 217 927 6 226 216 202 155 801 7 166 164 183 169 682 8 175 178 110 152 615 9 124 162 148 117 551 10 143 125 126 118 512 11 114 107 108 98 427 TOTALS 15421 AVERAGE 160.6 period 642.5 Peak AM Hour is *** 1100am to 12:00pm Volume Lane 1 : 1051 Peak Hour Factor : 0.922 Peak / Day Total : 0.068 Peak PM Hour is *** 1:45pm to 2:45pm Volume Lane 1 : 1034 Peak Hour Factor : 0.954 Peak / Day Total : 0.067 * * * * * * 04/13/05 TRNSPORT ANALYSIS PROFESSIONALS, Inc. 15:58:04 870].SW 137th Avenue, Suite 210 Miami, Florida 33183 4111 305-3E35-0777 Single Channel 15 Minute Final Repo r*********** Site ID : 5720-WSi Info 1 : NW 79th Street E/O Info 2 : N Miami Avenue Page: page 2 of 2) ************* Start Date Apr 11, 2005 Mon End Date : Apr 13, 2005 Wed Adj. Factor: 1.00 ALL DAYS AVERAGED Hour I-WB Hour Starts 0 15 30 45 Total • • AM 12 39 42 46 37 164 1 36 35 30 32 132 2 32 31 24 24 110 3 20 19 18 20 77 4 25 19 23 23 89 5 48 35 33 37 153 6 38 27 46 47 157 7 46 71 76 75 267 8 74 75 104 104 356 9 108 110 134 110 461 10 116 119 122 135 491 11 122 134 128 143 526 PM 12 129 117 122 125 492 1 136 122 113 126 497 2 128 136 128 124 516 3 124 116 124 121 484 ,--) 4 126 124 120 116 485k 5 120 129 107 109 464,.' 6 114 108 101 78 401 7 83 82 92 85 341 8 88 89 55 76 308 9 62 81 74 59 276 10 72 63 63 59 256 11 57 54 54 49 214 TOTALS 7710 AVERAGE 40.2 period 160.6 Peak AM Hour is *** 11:00am to 12:00pm Volume Lane 1 : 527 Peak Hour Factor : 0.921 Peak / Day Total : 0.068 Peak PM Hour is *** 1:45pm to 2:45pm Volume Lane 1 : 518 Peak Hour Factor : 0.952 Peak / Day Total : 0.067 * * * * * * 0 4 t 13 / 0 5 15:58:04 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 *** Single Channel 15 Minute to ID o 5720-EB info 1 NW 79th Street E/o Info 2 : N Miami Avenue Lane 1-Normal, Axle, /2 * * * Page: 1 Date : Apr 11, 2005 Mon Factor : 1.00 Hour 1-EB Hour Starts 0 15 30 45 Total • AM 12 1 2 3 4 5 6 7 8 9 10 11 PM 12 344 338 339 332 1353 1 332 314 351 340 1337 2 323 297 311 306 1237 3 327 302 337 326 1292 4 316 342 203 293 1154 5 307 364 195 329 1195 6 307 349 363 318 1337 7 305 291 269 285 1150 8 284 248 253 253 1038 9 232 251 252 222 957 10 191 216 207 194 808 11 162 171 143 125 601 TOTALS 13459 AVERAGE 280.4 period 1121.6 Peak PM Hour is *** 12:00pm to 1:00pm Volume Lane 1 : 1353 Peak Hour Factor 0.983 Peak / Day Total 0.101 • *** 04/13 08 15:58:04 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 1 Site ID : 5720-ER Info 1 p NW 79th Street E/© Info 2 N Miami Avenue Lane 1-Normal, Axle, Channel15 minute *** Date : Apr 12, 2005 Tue Factor : 1.00 Hour 1-EB Hour Starts 0 15 30 45 Tota]. • • AM 12 106 85 114 72 377 1 79 62 67 66 274 2 53 44 34 44 175 3 41 36 46 32 155 4 42 41 41 55 179 5 54 62 83 142 341 6 151 245 272 304 972 7 335 382 352 358 1427 8 343 344 340 366 1393 9 362 344 404 380 1490 10 375 374 344 326 1419 11 361 332 359 372 1424 PM 12 361 249 335 326 1271 1 331 356 321 257 1265 2 312 318 323 315 1268 3 282 294 232 319 1127 4 286 314 322 343 1265 5 325 380 335 350 1390 6 323 345 322 315 1305 7 351 290 287 268 1196 8 310 262 265 255 1092 9 222 253 225 238 938 10 215 220 204 186 825 11 148 131 159 145 583 TOTALS 23151 AVERAGE 241.2 period 964.6 Peak AM Hour is *** 9:30am to 10:30am *** Volume Lane 1 : 1533 Peak Hour Factor 0.949 Peak / Day Total 0.066 Peak PM Hour is **'* 5:00pm to 6:00pm Volume Lane 1 : 1390 Peak Hour Factor 0.914 Peak / Day Total 0.060 * * * 15 58: • TRANSPORT ANALYSIS PROrESSIONALS, Inc 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 *** Single Channel 1 Minute *** Site ID : 5720-EB Info 1 : NW 79th Street E/O Info 2 : N Miami Avenue Lane 1-Normal, Axle, /2 Page_ Date : Apr 13, 2005 Wed Factor : 1.00 Hour 1-E3 Hour Starts 0 15 30 45 Total • AM 12 130 112 95 73 410 1 74 65 62 65 266 2 41 50 52 42 185 3 36 35 25 35 131 4 29 35 53 30 147 5 46 60 95 115 316 6 148 262 276 314 1000 7 345 361 365 371 1442 8 354 326 355 372 1407 9 411 328 389 286 1414 10 321 323 288 321 1253 11 301 280 243 185 1009 7:M 12 1 2 3 4 5 6 7 8 9 10 11 TOTALS 8980 AVERAGE 187.1 period 748.3 Peak AM Hour is *** 8:45am to 9:45am Volume Lane 1 : 1500 Peak Hour Factor 0.912 Peak / Day Total 0.167 • 04,'13/05 15:58:04 • TRANSPORT. ANALYSIS PROFESSIONALS, Inc: 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 ******* Single Charnel Site ID : 5720-EB Info 1 : NW 79th Street E/0 Info 2 : ITT Miami Avenue inute Final Report (page Page: 1 of 2) ************* Start Date : Apr 11, 2005 Mon End Date : Apr 13, 2005 Wed Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-EB Hour Starts 0 15 30 45 Total • AM 12 236 197 209 145 787 1 153 127 129 131 540 2 94 94 86 86 360 3 77 71 71 67 286 4 71 76 94 85 326 5 100 122 178 257 657 6 299 507 548 618 1972 7 680 743 717 729 2869 8 697 670 695 738 2800 9 773 672 793 666 2904 10 696 697 632 647 2672 11 662 612 602 557 2433 ?M 12 705 587 674 658 2624 1 663 670 672 597 2602 2 635 615 634 621 2505 3 609 596 569 645 2419 4 602 656 525 636 2419 5 632 744 530 679 2585 6 630 694 685 633 2642 7 656 581 556 553 2346 8 594 510 518 508 2130 9 454 504 477 460 1895 10 406 436 411 380 1633 11 310 302 302 270 1184 TOTALS 45590 AVERAGE 474.9 period 1899.6 Peak AM Hour is *** 8:45am to 9:45am Volume Lane 1 : 2976 Peak Hour Factor 0.938 Peak / Day Total 0.065 Peak PM Hour is *** 5:45pm to 6:45pm Volume Lane 1 : 2688 Peak Hour Factor . 0.968 Peak / Day Total 0.059 • *** 04/13/05 15:58104 • TRANSPORT ANALYSIS PROFESSIONALS, Inc 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-365-0777 Channel 15 Minute Final Repo Site ID : 5 720-EB Info 1 : NW 79th Street E/O Info 2 : N Miami Avenue Pace (page 2 of 2) ************* Start Date : Apr 11, 2005 Mon End Date : Apr 13, 2005 Wed Ad j , Factor: 1,00 ALL DAYS AVERAGED Hour 1-EB Hour Starts 0 15 30 45 Total • • AM 12 118 99 105 73 394 1 77 64 65 66 270 2 47 47 43 43 180 3 39 36 36 34 143 4 36 38 47 43 163 5 50 61 89 129 329 6 150 254 274 309 986 7 340 372 359 365 1435 8 349 335 348 369 1400 9 387 336 397 333 1452 10 348 349 316 324 1336 11 331 306 301 279 1217 PM 12 353 294 337 329 1312 1 332 335 336 299 1301 2 318 308 317 311 1253 3 305 298 285 323 1210 4 301 328 263 318 1210 5 316 372 265 340 1293 6 315 347 343 317 1321 7 328 291 278 277 1173 8 297 255 259 254 1065 9 227 252 239 230 948 10 203 218 206 190 817 11 155 161 151 135 592 TOTALS 22795 AVERAGE 118.7 period 474,9 Peak AM Hour is *** 8:45am to 9:45am Volume Lane 1 : 1489 Peak Hour Factor 0.938 Peak / Day Total •0.065 Peak PM Hour is *** 5:45pm to 6:45pm Volume Lane 1 : 1345 Peak Hour Factor 0.969 Peak / Day Total 0.059 * * * 04/13/05 1.5:57:34 • T3 SPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Single Channel 15 Minute *** ate IE : 5720-WB2 Info 1 ; NW 82nd Street E/O Info 2 : N Miami Avenue Lane 1-Normal, Axle, /2 Page Date : Apr 11, 2005 Mon Factor : 1,00 Hour 1-WB Hour Starts 0' 15 30 45 Total • AM 12 2 3 4 5 6 7 8 9 10 11 )M 2 240 236 237 278 991 1 225 272 222 216 935 2 259 269 223 314 1065 3 239 289 345 309 1182 4 286 264 277 279 1106 5 280 277 257 263 1077 6 240 244 226 207 917 7 243 197 198 197 835 8 167 201 165 143 676 9 156 152 152 130 590 10 120 127 117 99 463 11 97 133 99 77 406 TOTALS 10243 AVERAGE 213.4 period 853.6 Peak PM Hour is *** 3:15pm to 4:15pm Volume Lane 1 . 1229 Peak Hour Factor 0,891 Peak / Day Total 0.120 • • • • 3/05 7:34 TRANSPORT ANALYSIS PROFESSIONALS, Inc 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 *** Single Channel 15 Minute *** Site ID : 5720-'4E2 Info 1 : NW 82nd Street E/O Info 2 : N Miami Avenue Lane 1-Normal, Axle, /2 Pape: 2 Date : Apr 12, 2005 Tue Factor : 1.00 Hour 1-WE Hour Starts 0 15 30 45 Total AM 12 96 51 39 46 232 1 28 32 29 25 114 2 21 16 19 7 63 3 22 10 21 12 65 4 15 29 20 33 97 5 43 46 73 86 248 6 101 127 195 201 624 7 233 261 313 281 1088 8 274 224 302 277 1077 9 224 263 259 234 980 10 245 234 249 244 972 11 225 252 184 224 885 PM 12 269 227 247 246 989 1 255 185 231 292 963 2 271 257 267 268 1063 3 253 264 320 287 1124 4 296 292 282 284 1154 5 272 298 231 224 1025 6 276 223 265 218 982 7 191 210 209 193 803 8 184 193 128 179 684 9 163 149 140 147 599 10 148 113 116 120 497 11 96 96 85 112 389 TOTALS 16717 AVERAGE 174.1 period 696.5 Peak AM Hour is *** 7:15am to 8:15am Volume Lane 1 : 1129 Peak Hour Factor 0.902 Peak / Day Total 0.068 Peak PM Hour is *** 3:30pm to 4:30pm Volume Lane 1 : 1195 Peak Hour Factor 0.934 Peak / Day Total 0.071 *** 04/13 /05 15:57:34 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 6701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 * * * Site ID 5720-WB2 Into 1 : NW 82nd Street E/O Info 2 : N Miami Avenue Single Channel 15 Minute Lane 1-Normal, Axl e , /2 * * * Pa. Date : Apr 13, 2005 Wed Factor : 1.00 Hour 1-WB Hour Starts 0 15 30 45 Total AM 12 67 65 45 47 224 1 38 34 39 27 138 2 15 18 18 12 63 3 14 10 16 10 50 4 15 25 22 27 89 5 33 51 50 93 227 6 100 105 220 190 615 7 210 234 320 306 1070 8 248 288 254 287 1077 9 244 249 264 236 993 10 177 297 209 208 891 11 237 201 238 232 908 PM 12 1 2 3 4 5 6 7 8 9 10 11 TOTALS 6345 AVERAGE 132.2 period 528.8 Peak AM Hour is *** 7:30am to 8:30am Volume Lane 1 : 1162 Peak Hour Factor 0.908 Peak / Day Total 0.183 13/05 15:57:34 • t*********** TRANSPORT ANALYSIS PROFESSIONALS, In 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 Single Channel 15 Minute Final. Report (page 1 of 2) Site ID : 5720-WB2 Info 1 : NW 82nd Street E/O Info 2 ; N Miami Avenue Page; ************* Start Date : Apr 11, 2005 Mon End Date : Apr 13, 2005 Wed Adj, Factor: 1.00 ALL DAYS COMBINED Hour 1-WB Hour Starts 0 15 30 45 Total • AM 12 163 116 84 93 456 1 66 66 68 52 252 2 36 34 37 19 126 3 36 20 37 22 115 4 30 54 42 60 186 5 76 97 123 179 475 201 232 415 391 1239 7 443 495 633 587 2158 8 522 512 556 564 2154 9 468 512 523 470 1973 10 422 531 458 452 1863 11 462 453 422 456 1793 PM 12 509 463 484 524 1980 1 480 457 453 508 1898 2 530 526 490 582 2128 3 492 553 655 596 2306 4 582 556 559 563 2260 5 552 575 488 487 2102 6 516 467 491 425 1899 7 434 407 407 390 1638 8 351 394 293 322 1360 9 319 301 292 277 1189 10 268 240 233 219 960 11 193 229 184 189 795 TOTALS 33305 AVERAGE 346.9 period 1387.7 Peak AM Hour is *** 7:30am to 8:30am Volume Lane 1 : 2254 Peak Hour Factor : 0.890 Peak / Day Total : 0.068 Peak PM Hour is *** 3:30pm to 4:30pm Volume Lane 1 : 2399 Peak Hour Factor 0.902 Peak / Day Total 0.072 * * * * * * • 04/13/05 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 15 : 5 7 ;34 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 ************ Single Channel 15 Minute Final Report (page 2 of 2) Page *********** Site ID : 5720-WB2 Start Date : Apr 11, 2005 Mon Into 1 : NW 82nd Street E/O End Date : Apr 13, 2005 Wed Into 2 : N Miami Avenue Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-WE Hour Starts 0 15 30 45 Total tio AM 12 82 58 42 47 228 1 33 33 34 26 126 2 18 17 19 10 63 3 18 10 19 11 58 4 15 27 21 30 93 5 38 49 62 90 238 6 101 116 208 196 620 7 222 248 317 294 1079 8 261 256 278 282 1077 9 234 256 262 235 987 10 211 266 229 226 932 11 231 227 211 228 897 DM 12 255 232 242 262 990 1 240 229 227 254 949 2 265 263 245 291 1064 3 246 277 333 298 1153 4 291 278 280 282 1130 5 276 288 244 244 1051 6 258 234 246 213 950 7 217 204 204 195 819 8 176 197 147 161 680 9 160 151 146 139 595 10 134 120 117 110 480 11 97 115 92 95 398 TOTALS 16652 AVERAGE 86.7 period 346.9 Peak AM Hour is *** 7:30am to 8:30am Volume Lane 1 : 1128 Peak Hour Factor 0.890 Peak / Day Total . 0.068 Peak PM Hour is *** 3:30pm to 4:30pm Volume Lane 1 : 1200 Peak Hour Factor 0,901 Peak / Day Total. 0.072 • ** • • • APPENDIX C CAPACITY ANALYSES TRAFFIC SIGNAL TENTING DATA SHORT REPORT General information iSite info a • • Analyst RPE/TAP Agency or Co. Date Performed 5/5/2005 -Time Period PM Peak intersection Area Type Jurisdiction Analysis Year °E 2nd Avenue & NE 79th Street Alt other areas 2005 Peak Season Volume and Timing Input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) EB LT 1 TH RT 1 L 124 0 0.94 A 2 T R 1337 43 2 0 0.94 _0,94 P P LT WB _TH RT LT 1 1 337 102 44 2 0 0 0,93 0.93 0.91 P P A NB SB TH RT LT 1 0 1 TR 721 41 99 0 0 ..••• 0.91 0.91 0.86 A A A TH RT 0 TR 376 21 0 0 0.86 0.86 A A Startup lost time Ext. eff. green 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width 3 3.0 0 12.0 3 3.0 3.0 17 12.0 12,0 0 3 3 3 3.0 3.0 3,0 ,43 0 12.0 12.0 12.0 3 3 3.0 _3,0 12.0 2 12.0 3 3.0 12,0 3 Parking/Grade/Parking 0 N 0 N 0 N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Timing EB Only G = 7.0 EW Perm G :--• 30.0 G = 03 G = 04 NS Perm G = 57.0 G = 06 G = 07 = 08 Y =• 3 Y = 4 Y = Y = Y = 4 Y = Y = Y = Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Control Delay, and LOS Determination EB Cycle Length C = 105.0 WB NB SB Adj. flow rate 131 1418 28 362 63 48 837 115 459 Lane group cap. 259 1013 461 532 461 402 1023 123 1024 vfc ratio 0.51 1.40 0.06 0.68 0.14 0.12 0,82 0.93 0,45 Green ratio 0 38 0.29 0.29 0.29 0.29 0.54 0.54 0.54 0.54 Unif. delay di 23.6 37.5 27.3 33.3 27.9 11.7 19.7 22.3 14,5 Delay factor k 0.11 0.50 0.50 0.50 0.50 0.11 0.36 0.45 0.11 increm. delay d2 1.6 185.9 0.3 6.9 0.6 0.1 5.3 61.2 0.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 25.3 223.4 27.5 40.1 28.5 11.9 25.1 Lane group LOS c F c c 83.5 _14.8 F Apprch. delay 203.5 38.4 24.3 28.6 Approach LOS D C Intersec. delay 108.4 Intersection LOS HCS2000TM Copyright © 2000 University of Florida., Ali Righis Reserved Version 4.1e Short Report Page 1 of 1 General Information Analyst RPE/TAP Agency or Co. Date Performed 5/5/2005 Time Period PM Peak Volume and Timing input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (PIA) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width SHORT REPORT Site Information NE 2nd Avenue & NE 79th Intersection Street Area Type All other areas Jurisdiction Analysis Year 2007 Without Site EB WB LT TH RT LT 1 2 1 0 T R 132 1509 1 46 0 2 0 0.94 0.94 0.94 A 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 3.0 3.0 3.0 0 17 0 12.0 12.0 12.0 TH RT 1 T R ,360 109 2 _0.93 0.93 P P 2.0 2.0 2.0 2.0 3 3 3.0 3.0 43 12.0 12.0 LT 1 L 44 0.91 A 2.0 2.0 3 3.0 0 12.0 NB TH TR' 728 0 0,91 A 2.0 2.0 3 3.0 12.0 ••1 RT LT 0 1 41 100 0 0 ...0.91 0,86 A A 2.0 2.0 3 3.0 2 0 12.0 SB TH RT 1 0 TR 380 21 0 0 0.86 0.86 A •A 2.0 2.0 3 3.0 12.0 3 Parking/Grade/Parking Parking/hr Bus stops/hr NONN 0 N 0 N N 0 N 0 0 0 0 0 0 0 0 Unit Extension Phasing Timing EB Only G= 7.0 Y= 3 3.0 3.0 3.0 EW Perm G = 30.0 Y= 4 Duration of Analysis (hrs) = 0.25 G = Y = 03 G Y = 04 3.0 3.0 NS Perm G = 57.0 Y= 4 3.0 G = Y = 3.0 06 G = Y = 3.0 07 Cycle Length C = 105.0 Lane Group Capacity, Control Delayt and LOS Determination Adj. flow rate 140 EB WB_ 1600 31 408 NB 3.0 G = Y = SB 08 71 48 845 117 464 Lane group cap. 224 1013 461 532 461 398 1023 117 1024 v/c ratio 0.63 1 56 0.07 0.77 0.15 0.12 0.83 1.00 0.45 Green ratio 0.38 0.29 0.29 0.29 0.29 0.54 0.54 0.54 0.54 Unif. delay di 24.5 37.5 27.3 34.3 28.0 11.7 19.9 24.0 14 6 Delay factor k 0.21 0.50 0,50 0.50 0,50 0.11 0.36 0.50 0.11 Increm. delay d2 PF factor 5.4 1.000 265.5 1.000 0.3 1.000 10.2 1.000 0.7 1.000 0.1 1.000 5.7 1.000 • 83.2 1.000 0.3 1.000 Control delay 29.9 303 0 27 6 44.5 28.7 11.9 25.6 107.2 14.9 Lane group LOS ,Apprch. delay ,Approach LOS tntersec. delay F 276.6 F 42.1 c 24.8 148.1 Intersection LOS B 33 5 HCS2000T:`'I Copyright Ci '2000 University of Florida, Ail Rights Reserved Version file://C:\Doeunients and Settings\RPE\Local Settings\Ternp\s2kCF.tmp 5/5/2005 ' t Report Page tofl SHORT REPORT .seneral Information Site information Analyst RPE/TAP Agency or Co. Date Performed 5/5/2005 Time Period PM Peak intersection NE 2nd Avenue & NE 79th Street Area Type All other areas Jurisdiction Analysis Year 2007 With Site Volume and Timing input EB WB NB SB L LT - TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 0 1 1 1 1 0 1 1 0 Lane group _ L -1528 T R - T R L TR L TR Volume (vph) 132 46 -380 109 44 728 41 100 380 21 % Heavy veh 0 2 0 2 0 0 0 0 0 0 0 PH F 0.94 0.94 0.94 0.93 0.93 0, 91 0.91 0.91 0.86 0.86 0.86 V Actuated (P/A) A P P PPA A - A A A A Startup lost time _ 2.0 2.0 _ 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 PedtBike/RTOR Volume 0 17 0 43 0 2 0 3 Lane Wrdth 12.0 12.0 12.0 12.0 12.0 �12.0 12.0 12.0 12.0 V Parking/Grade/Parking NONNONNO NNON Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 _ 3.0 _ 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only EW Perm 03 04 NS Perm 06 07 08 1.iming G= 7.0 G= 30.0 G= G= G= 57.0 G= G= G= Y= 3 Y= 4 Y= Y= _Y= 4 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 105.0 Lane Group Capacity, Control Delays and LOS Determination EB . WB NB SB Adj. flow rate 140 1620 31 _ 408 71 48 845 117 464 Lane group cap. 224 1013 461 532 461 398 1023 117 1024 vlo ratio 0.63 1.60 0.07 0.77 0.15 0.12 0.83 1.00 0.45 Green ratio 0.38 0.29 0.29 0.29 0.29 0.54 0.54 0.54 0.54 Unif, delay di 24.5 37.5 27.3 34.3 28,0 11.7 19.9 24.0 14.6 Delay factor k 0.21 0.50 0.50 0.50 0.50 0.11 0.36 0.50 0.11 Increm. delay d2 5.4 274.3 0.3 10,2 0.7 0.1 5.7 83.2 0.3 PF factor 1.000 1.000 1.000 ` 7.000 1.000 7.000 7.000 W 7.000 1.000 Control delay 29.9 311.8 27.6 44.5 28.7 11.9 25.6 107.2 14.9 Lane group LOS C F C 0 C B C F 8 Apprch. delay 284.8 42.1 24.8 33.5 Approach LOS F D C C Intersec. delay 152.8 Intersection LOS F HCS2000 Copyright © :000 liniversiry of Florida, All Rights Reserved file://C:\Documents and Settings\RPElLocal Settings\Templs2kE4.tmp Version 4. le 5/5/2005 • Report SHORT REPORT Page I of 1 Jeneral Information Analyst RPE/TAP Agency or Co. Date Performed 5/5/2005 Time Period PM Peak i nterscn NE 2nd Avenue & NE 79th etio Street Area Type All other areas Jurisdiction Analysis Year 2007 With Site & New Timing I Volume and Timing Input EB WB NB SB L LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 0 1 _ 1 1 1 0 1 1 0 Lane group L T R T R L TR L TR Volume (vph) 132 1528 46 380 109 44 728 41 100 380 21 % Heavy veh 0 2 0 2 0000 0 0 0 PHF 0,94 0.94 0.94 0.93 0.93 0.91 0.91 0.91 0.86 0.86 Actuated (P/A) A P P T P P A A A_AA _0.86 A Startup lost time 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 , 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 30 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 17 0 43 0 2 0 3 Lane Width 12.0 12.0 .12.0 12.0 12.0 12.0 ... 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0-N N 0 N N 0 N Parkingfhr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension a 0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing _ EB Only EW Perm 03 04 NS Perm 06 07 08 Timing G= 7.0 G= 50.9 G= G= G = 51.1 -G = G .--- G Y = 3 Y = 4 Y = Y = _Y = 4 Y = Y = Y = Duration of Analysis (hrs) 0.25 Cycle Length C = 120.0 _ Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 140 1620 31 408 48 845 117 464 Lane group cap. 383 1505 685 790 .71 685 245 803 804 v/c ratio 0.37 1.08 0.05 0.52 0.10 0.20 .63 1.86 0.58 Green ratio 0.51 0.42 .0.42 0.42 0.42 0.43 _1.05 0.43 4 0.43 0.43 Unit delay di 17.8 34.5 20.3 25.5 20.8 21,6 34.5 34.5 26.2 Delay factor k 0.11 0.50 0.50 0.50 0.50 0.11 0.50 0.50 0.17 Increm. delay d2 0.6 46.8 0.1 2.4 0.3 0.4 46.4 440.0 1.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 18.4 81.3 20.4 27,9 21.1 22.0 80.9 474.4 27 3 Lane group LOS B F C C C C F F C Apprch. delay 75.3 26.9 77.7 117.3 Approach LOS E C E F intersec. delay 76.2 Intersection LOS E !1CS2000''' Copyright C 2000 University of Florida, All Rights Reserved file://C:\Documents and Settings\RPElLocal SettingsiTemp\s2kE4.tiiip Version 4.1e 5/5/2005 TWO-WAY STOP CONTROL SUMMARY • mnera Information ,nafyst Agency/Co. Date Performed Site Information RPEITAP 5/6/2005 Analysis Time Period IPM Peak Intersection Jurisdiction Analysis Year NE 3 Court & NE 79 Street 2005 Peak Season Project Description Villa Patricia East/West Street: NE 79th Street North/South Street: NE 3rd Court Intersection Orientation: East-West elide Volumes and Adjustments Major Street Movement 1 L olume (veh/h) 0 Peak -hour factor, PHF 1.00 Hourly Flow Rate (veh/h) 0 Proportion of heavy ehicles, PHv 0 edian type RT Channelized? Lanes onfiguration Upstream Signal Minor Street Movement 0 7 Eastbound 2 T 955 0.81 1184 2 T 0 Northbound 8 Study Period (hrs): 0.25 21 0.81 26 0 0 TR 9 A L 52 0.77 Undivided 67 0 0 LT 10 Westbound 5 -r 521 0.77 672 1 0 Southbound 11 12 ofume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy ehicles, PHv L 16 0.88 18 0 T 0 1.00 0 0 R 176 0.88 200 0 L 0 1.00 0 0 T 0 1.00 0 0 ved R 0 1.00 0 0 Percent grade (%) Flared approach Storage RT Channelized? Lanes Configuration 0 0 0 0 LR 0 0 0 0 0 0 0 0 Control Delay, Queue Length, Level of Service pproach E8 Wi3 Northbound Southbound Movement Lane Configuration plume, v (vph) Capacity, cm (vph) /c ratio Queue length (95%) Control Delay (slveh) LOS pproach delay (s/veh) pproach LOS 4 7 LT 67 714 8 LR 218 446 9 10 11 12 0.09 0.31 10.6 0.49 2.63 20.5 20.5 C HCS2000TM Copyright °0 2003 Unive,sity of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY • ,era Information -Site Information f a!y st Agency/Co. Date Performed Analysis Time Period RPE/TAP 5/6/2005 PM Peak Project Description Villa Patricia East/West Street: NE 79th Street Intersection Jurisdiction Analysis Year NE 3 Court & NE 79 Street 2007 Without Site Intersection Orientation: East-West ehicle Volumes and Adjustments Major Street Eastbound ovement 1 L olume (veh/h) 0 Peak -hour factor, PHF 1.00 Hourly Flow Rate (veh/h) 0 Proportion of heavy ehicles,PHV Median type RT Channelized? Lanes 0 Configuration Upstream Signal Minor Street Movement olume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy ehicles, PHV Percent grade (%) Flared approach Storage RT Channelized? Lanes Configuration 0 7 L 16 0.88 18 0 0 2 1078 0.81 1337 2 T 0 Northbound 8 0 1.00 0 0 North/South Street: NE 3rd Court Study Period (hrs): 0.25 3 22 0.81 27 0 0 TR 4 55 0.77 Undivided 70 0 0 LT 9 10 R L 178 0 0.88 1.00 202 0 0 0 Westbound 588 0.77 758 1 0 Southbound 11 T 0 1.00 0 0 0 0 0 0 LR Control Delay, Queue Length, Level of Service pproach Movement Lane Configuration (plume, v (vph) apacity, c (vph) /c ratio Queue length (95%) ontrol Delay (slveh) LOS pproach delay (siveh) pproach LOS FICS2000TM EB MS. 1 W13 0 0 0 0 6 0 1.00 0 0 0 12 R 0 1.00 0 0 0 0 4 7 LT 70 640 0.11 0.37 11.3 Northbound Southbound 8 LR 220 385 0.57 3.43 26.1 9 10 11 12 26.1 0 Copyright 0 2003 University of Florida, Al] Rights Reserved Version 4. d TWO-WAY STOP CONTROL SUMMARY • • nerai Information Site Information Analyst RPEJTAP Agency/Co. Date Performed 5/6/2005 Analysis Time Period PM Peak Intersection Jurisdiction NE 3 Court & NE 79 Street Analysis Year 2007 With Site Project Description Villa Patricia East/West Street NE 79th Street North/South Street: NE 3rd Court Intersection Orientation: East-West Study Period (hrs): 0,25 ehicle Volumes and Adjustments a or Street ovement Eastbound 2 T 3 4 Westbound 5 6 olume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy ehicles, PH.v 0 1.00 0 0 1078 0.81 1337 22 0.81 27 55 0.77 70 0 589 0,77 760 0 1.00 0 Median type RT Channeiized? Lanes Configuration Upstream Signal Minor Street Movement 0 7 2 0 Northbound 8 0 0 TR 9 Undivided 0 LT 10 1 0 Southbound 11 0 0 12 R L T R olume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy ehicles, PHV 16 0.88 #8 0 0 1.00 0 0 178 0.88 202 0 0 1.00 0 0 0 1.00 0 0 0 1.00 0 0 Percent grade (%) Flared approach Storage RT Channeiized? 0 0 0 0 0 0 Lanes onfiguration 0 0 LR 0 0 0 0 Control Delay, Queue Length, Level of Service • pproach Movement Lane Configuration olurne, v (vph) Capacity, cm (vph) EB 1 WB 4 LT 70 640 7 Northbound 8 LR 220 383 9 10 Southbound 11 12 tc ratio Queue length (95%) Control Delay (s/veh) LOS pproach delay (siveh) pproach LOS Hcs2000 4 0.11 0.37 11.3 8 0.57 3.46 26.3 0 26.3 Copyright t'i 2003 University of Florida, AO Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY • • • ehicle Volumes and Adjustments Major Street Movement olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement L 69 0.95 72 0 1 L 7 Northbound r T 893 0.95 940 1 0 Westbound 8 Study Period (hrs): 0.25 3 66 0.95 69 0 9 4 L 23 0.90 Undivided 25 10 South bound 5 T 421 0.90 466 0 Eastbound 11 6 R 18 0.90 19 0 0 TR 12 R T R orume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channeiized 6 0.66 9 0 14 0.66 21 0 0 0 17 0,66 25 0 0 7 0.73 9 0 8 0.73 11 0 0 0 17 0.73 23 0 0 Lanes Configuration General Information Site Information na1yst gency/Co. Date Performed nalysis Tirne Period RPEITAP 5/6/2005 PM Peak lntersection Jurisdiction Analysis Year NE 2 Avenue & NE 78 Street 2005 Peak Season Project Description Ville Patricia East/West Street: NE 78th Street North/South Street: NE 2nd Avenue intersection Orientation: North -South 1 0 1 LTR 0 0 1 LTR 0 Delay, Queue Lengtht and Level of Service pproach NB SB Westbound Eastbound Movement Lane Configuration v (vph) C (m) (vph) 4 7 8 9 10 11 12 L 72 1180 0.06 L 25 822 0.03 LTR 55 224 0.25 LTR 43 236 0.18 95% queue length Control Delay LOS pproach Delay pproach LOS Rights Reserved HC,S2000TM Version 4.1d 0.19 8.2 A 0.09 9.5 A 0.93 26.2 0 26.2 0 0.65 23.6 23.6 c Copyright 0 2003 University of Florida, Aii Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY • • • ieral Information Site Information .12412..222AWM .ialyst APE/TAP Agency/Co. Date Performed 5/612005 X LAnalysis Time Period PM Peak i Project Description Villa Patricia intersection Jurisdiction Analysis Year NE 2 Avenue & NE 78 Street 2007 Without Site East/West Street: NE 78th Street North/South Street: NE 2nd Avenue lintersection Orientation: North -South Vehicle Volumes and Adjustments Major Street Movement Northbound 2 T Study Period (hrs): 0.25 4 Southbound 5 T Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR 70 0,95 73 902 0.95 950 67 0.95 70 23 0.90 25 425 0.90 471 18 0.90 19 Percent Heavy Vehicles 0 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 Configuration TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 T T R Volume 6 Peak -Hour Factor, PHF 0.66 Hourly Flow Rate, HFR 9 16 0.66 24 18 0.66 27 7 0.73 9 9 0.73 12 18 0.73 24 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Lenglht and Level of Service Approach NB SB Westbound Eastbound Movement 4 7 8 9 10 11 12 Lane Configuration v (vph) 73 L 25 LTR 60 LTR 45 C (m) (vph) 1176 816 220 231 \do 0.06 0,03 0.27 0.19 95% queue length 0.20 0.09 1.07 0.70 Control Delay 8.3 9.6 27.4 24.3 LOS Approach Delay A A D 27.4 24.3 Approach LOS Rights Reserved hCS2000Thl 'version 4. Id Copyright C 2003 University of Florida, Alf Rights Reserved Version 4.Id 0-WAY STOP CONTROL SUMMARY • • GeneraInformation :Site information Analyst Agency/Co, Date Performed 5/6/2005 Analysis Time Period PM Peak RPE/TAP Project Description Villa Patricia intersection Jurisdiction Analysis Year NE 2Avenue & NE 78 Street 2007 With Site East/West Street: NE 78th Street North/South Street: NE 2nd Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement 1 Northbound 2 4 Southbound 5 6 Volume 70 T 902 67 L 23 7 425 R 18 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.90 0.90 0.90 Hourly Flow Rate, HFR 73 950 70 25 471 19 Percent Heavy Vehicles 0 0 Median Type Undivided RT Channelized 0 0 Lanes 1 1 1 1 0 Configuration TR Upstream Signal Minor Street Movement 7 0 Westbound 9 10 0 Eastbound 11 12 T R olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 6 0.66 9 0 0 16 0.66 24 0 0 0 LTR 18 0.66 27 0 0 0 14• 7 0.73 9 0 0 16 0.73 22 0 0 0 1 LTR 18 0.73 24 0 0 0 Delay, Queue Length,, and Level of Service pproach Movement NB 1 SB 4 7 Westbound 8 9 10 Eastbound 11 12 Lane Configuration L L LTR LTR (vph) C (m) (vph) ic 73 1176 0.06 25 816 0.03 60 217 0.28 55 218 0.25 95% queue length Control Delay LOS pproach Delay pproach LOS Rights Reserved HCS2000TM Version 4.1d 0.20 8 3 A 0.0 9.6 A 1.09 27.8 27.8 0 0.97 27.0 0 27.0 0 Copyright 0 2003 University of Florida, AO Rights Reserved Version 4.ld 0- AY STOP CONTROL SUMMARY • • ;r I information yst ,incy/Co, .ate Performed nalysis Time Period Project Description Villa Patricia RPE/7 AP 5/612005 PM Peak EastNVest Street: NE 78th Street Intersection Orientation: North -South ehicle Volumes and Adjustments Major Street Movement owme Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles edian Type RT Channelized Lanes onfigu ration Upstream Signal Minor Street Movement olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 1 L 20 0.86 23 1 L 7 L 0 0.50 0 0 0 Northbound 2 220 0.86 256 1 0 Westbound 8 1 0.50 2 0 0 0 1 LTR Site Information intersection Jurisdiction Analysis Year NE 3 Court & NE 78 Street 2005 Peak Season North/South Street: NE 3rd Court Study Period (hrs): 0.25 3 2 0.86 2 0 1 9 1 0.50 2 0 0 0 4 0.81 Undivided 1 0 1 10 L 99 0.70 141 0 0 Southbound 5 T 68 0.81 83 1 0 Eastbound 11 T 0 0.70 0 0 0 0 LTR 6 R 20 0.81 24 0 0 TR 12 R 28 0.70 40 0 0 0 Delay, Queue Length, and Level of Service pproach Movement Lane Configuration v (vph) C (m) (vph) /c 95% queue length Control Delay LOS pproach Delay pproach LOS Rights Reserved HCS2000TM Version 9.Id NB 1 SB 4 7 Westbound 8 9 10 Eastbound 11 12 L 23 1523 0.02 0.05 7.4 A L 1 1376 0.00 0.00 7.6 A LTR 4 722 0.01 0.02 10.0 8 10.0 8 LTR 181 681 0.27 1.07 12.2 8 12.2 8 Copyright 2003 University of Florida, AIE Rights Reserved Version 4.14 TWO-WAY STOP CONTROL SUMMARY • General Information Site Information nalyst APE1TAP gency/Co. Date Performed 5/6/2005 nalysis Time Period PM Peak ntersection Jurisdiction Analysis Year NE 3 Court & NE 78 Stree 2007 Without Site Project Description Vilia Patricia EastfWest Street: NE 78th Street North/South Street: NE 3rd Court ntersection Orientation: North -South ehicle Volumes and Adjustments Major Street Movement olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement L 20 0.86 23 0 LTR Northbound 2 T 222 0.86 259 1 Study Period (hrs): 0.25 2 0.86 2 0 4 L 1 0.81 Undivided 1 0 0 LTR Southbound 6 R T 69 0.81 84 1 20 0.81 24 0 0 7 0 Westbound 8 9 10 0 Eastbound 11 12 L T R olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized 0 0.50 0 0 1 0.50 2 0 0 1 0.50 2 0 105 0.70 150 0 0 0,70 0 0 0 0 30 0.70 42 0 0 Lanes Configuration 0 1 LTR 0 0 1 LTR 0 Delay, Queue Lengtht and Level of Service pproach NB SB Westbound Eastbound Movement Lane Configuration v (vph) C (m) (vph) fc 95% queue length Control Delay LOS pproach Delay pproach LOS Rights Reserved Hcs2cooTM Version 4 I d 1 4 7 8 9 10 11 12 LTR 23 1522 LTR 1 1374 LTR 4 718 L TR 192 677 0.02 0.05 7.4 0.00 0.00 7.6 0.01 0.02 '10.0 0.28 1.17 12.4 A A 10.0 12.4 Copyright 0 2003 University of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY • • eneral information Site Information nalyst RPETTAP gencyfCo Date Performed 5/6/2005 alysis Time Period PM Peak intersection Jurisdiction Analysis Year NE 3 Court 8. NE 78 Street 2007 With Site Project Description Villa Patricia East/West Street: NE 78th Street North/South Street: NE 3rd Court Intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Movement olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 1 L 20 0.86 23 0 0 LTR 7 Northbound 2 222 0.86 259 1 0 Westbound 8 2 0.86 2 0 0 9 4 0.81 Undivided 0 0 LTR 10 Southbound 5 69 0.81 84 1 Eastbound 11 6 20 0.81 24 0 0 12 L L T R olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 0 0.50 0 0 2 a 50 4 0 1 0.50 2 0 105 0.70 150 0 1 0.70 1 0 30 0.70 42 0 Percent Grade (%) Flared Approach Storage RT Channelized 0 0 0 0 0 0 anes Configuration 0 1 L TR 0 0 LTR 0 Delay, Queue Lengtht and Level of Service Approach Movement NB 1 SB 4 7 Westbound 8 9 10 Eastbound 11 12 Lane Configuration LTR LTR LTF? L TR v (vph) 23 1 6 193 C (m) (vph) vie 1522 0.02 1374 0.00 682 0.01 675 0.29 95% queue length 0.05 0.00 0.03 1.18 Control Delay 7 4 7.6 10.3 12.5 LOS A A 8 8 Approach Delay 10.3 12.5 Approach LOS Rights Reserved Hcs2000m4 Version 4.1d Copyright C 2003 University of Florida, Ali Rights Reserved Version 4. I d TWO-WAY STOP CONTROL SUMMARY • • .iener no ation Site Information Analyst RPE/TAP Agency/Co. Intersection Jurisdiction Site Drive & NE 78th Street Date Performed 5/10/2005 Analysis Tirne Period 'M Peak Analysis Year 2007 with site Project Description Villa Patricia East/West Street: NE 78th Street North/South Street: Site Drive Intersection Orientation: East-West Study Period (hrs): 0.25 snide Volumes and Adjustments Major Street Eastbound ovement 1 L Plume (vehlh) 7 Peak -hour factor. PHF 0.70 Hourly Flow Rate (vehlh) 10 Proportion of heavy ehicles, PHV 0 2 99 0.70 141 0 1.00 0 4 L 0 1.00 0 Westbound 5 T R 41 1 0.70 0.70 58 0 Median type RT Channelized? Lanes 0 Configuration LT Upstream Signal 0 1 Undivided 0 1 0 0 TR 0 0 Minor Street Movement 7 Northbound 8 9 10 Southbound 11 12 l T R olume (veh/h_) Peak -hour factor, PHF Hourly Flow Rate (vehlh) Proportion of heavy ehicles, PHv 0 1.00 0 0 0 1.00 0 0 0 1.00 0 0 2 0.60 3 0 1.00 0 0 6 0.60 9 0 Percent grade (%) Flared approach Storage RT Channelized? Lanes Configuration 0 0 0 0 0 0 0 0 0 0 LR 0 0 ontrol Delay, Queue Length, Level of Service • pproach Movement EB WB Northbound Southbound 4 7 8 9 10 11 12 Lane Configuration olume, v (vph) Capacity, cm (vph) is ratio Queue length (95%) Control Delay (siveh) LT 10 1573 LR 12 971 0.01 0.02 7.3 0.01 0.04 8.8 LOS • pproach delay (siveh) • pproach LOS HCS2000TM A A 8.8 A Copyright 0 2403 U;five.sity of Florida, Afl Rights Reserved Version. 4.1d TWO-WAY STOP CONTROL SUMMARY • • ..neral information Site Information Analyst Agency/Co. Date Performed RPE/TAP 5/10/2005 Analysis Time Period PM Peak Intersection Jurisdiction Site Drive & NE 79th Street j Analysis Year 2007 with site Project Description Villa Patricia East/West Street: NE 79th Street North/South Street: Site Drive Intersection Orientation: East-West ehicle Volumes and Adjustments Major Street Eastbound Movement 1 m L olume (veh/h) 0 Peak -hour factor, PHF 1.00 Hourly Flow Rate (veh/h) 0 Proportion of heavy ehicles, PHV 0 Median type RT Channelized? Lanes 0 onfiguration 2 T Study Period (hrs): 0.25 3 4 Westbound 5 1669 0.95 1756 19 0,95 20 2 0.95 2 0 606 0.95 637 0 1.00 2 T 0 0 TR Undivided 0 LT 1 0 0 Upstream Signal Minor Street Movement 7 0 Northbound 8 9 10 0 Southbound 11 12 T R olume (vehlh) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy ehicles, PHv Percent grade (%) Flared approach Storage RT Channelized? Lanes Configuration 12 0.60 19 0 0 0 1.00 0 0 0 0 0 LR 1 0.60 0 0 0 0 1.00 0 0 0 0 1.00 0 0 0 0 0 0 1.00 0 0 0 0 Control Delay, Queue Length, Level of Service pproach EB WB Northbound Southbound Movement Lane Configuration oiume, v (vph) Capacity, cm (vph) /c ratio Queue length (95%) Control Delay (s/veh) LOS pproach delay (slveh) pproach LOS xcs2 (OOOTM 1 4 7 9 10 11 12 LT 2 477 LR 20 112 0.00 0.01 12.6 Copyright 0 2003 Lin ive si 0.18 0.62 44,0 44,0 E of Florida, All Rights Reserved Version 4.1d 2123 NE 2 AVE & 79 ST TIMING FOR DAY f 5 (SECTION 66) PAGE 4 TIME -_ OFF EWW F Y NSW F 0 Y EL Y t41N: 7 12 12 1 5 00 23 9 14 12 4 7 12 12 4 f 2 I 75N1GHT 8/ 550 7 9 14 12 4 7 12 12 4 7 3 0 00 9 87 1475LRE AMTG 12 4 7 12 27 4 7 3 90PE M 13 58 26 12 4 7 12 32 4 5 3 3 10 AM PEAK: __ _ 4.38 26 12 " i� jj� 4 _ 5�. ... 5 i05AM PF.�AK 830 13 58 26 12 4 7 12 32 4 5 3 3 105A, i PEAK 930 8 42 14 12 4 7 12 27 4 7 3 90AVG 5?2 0 1400 18 42 14 12 4 7 12 27 4 7 3 0 1515 15 50 32 12 4 7 12 24 4 7 3 b05PRE O5PREAVG P1 PM 2 N 1600 5 60 18 12 4 7 12 38 4 7 3 105PM PEAK 1800 10 38 14 12 4 7 12 2? 4 7 3 90 1900 8 42 14 12 4 7 12 27 4 7 3 AOG1 9 CAt7G M2 0 • • 9 2 2 %20 APPENDIX D ITE TRIP GENERATION 0 0 • • ry of Trip Generation Calculation T.G..A. of Specialty Retail Center 03, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-,Tay Volume 44.32 15.52 1,00 89 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 Pour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 1.00 2 4-6 PM Peak Hour Exit 1.52 0.00 1.00 3 4-6 PM Peak Hour Total 2.71 1.83 1.00 5 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 7 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 7 AM Pk Hr, Generator, Total 6.84 3.55 1.00 14 PM Pk Hr, Generator, Enter 2,81 0.00 1.00 6 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 4 PM Pk Hr, Generator, Total 5.02 2,31 1.00 10 Saturday 2-Way Volume 42.04 13.97 1.00 84 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 41 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available, Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • • Summary of Trip Generation CaLcuietio;i =or 340 Occupied Dwelling Units of Elderly Housing - Attached May 03, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg Weekday 2-Way Volume 3.48 0.00 1.00 1183 7-9 AM Peak Hour Enter 0.04 0,00 1.00 14 7-9 AM Peak Hour Exit 0.04 0.00 1.00 14 7-9 AM Peak Hour Total 0.08 0.30 1.00 27 4-6 PM Peak Hour Enter 0,07 0.00 1.00 24 4-6 PM Peak Hour Exit 0.04 0,00 1.00 14 4-6 PM Peak Hour Total 0.11 0.34 1.00 37 AM•Pk Hr, Generator, Enter 0.03 0.00 1.00 10 AM Pk Er, Generator, Exit 0.03 0.00 1.00 10 AM Pk Hr, Generator, Total 0.06 0.27 1.00 20 PM Pk Hr, Generator, Enter 0.06 0.00 1.00 20 PM Pk Hr, Generator, Exit 0.05 0.00 1.00 17 PM Pk Hr, Generator, Total 0.11 0.33 1.00 37 Saturday 2-Way Volume 2.51 0.00 1.00 853 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 0.30 0.00 1.00 102 Sunday 2-Way Volume 2.70 0.00 1.00 916 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 0.55 0.00 1.00 187 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • APPENDIX E FDOT SEASONAL FACTORS • • Category 8700 • • Note 'a1" indicates peak season week Print Da?c. Jurt21/2004 Florida Department of Transportation Transportation Stati ics 0/Ike 2003 Peak Season Factor Category Report MIA1v11-D>A.,DE NORTH IvMOCF 0,99 Week Dates SF PSCF 1.01 1.01 1.02 1,01 1,00 0,99= 0,98-- 0.99 0.99 0,99 1.00 0.99 0.99?° 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.02 1.02 1.02 1.02 1.02 1.02 1.01 1.01 1.01 1.01 1,01 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 1.01 I.01 1.01 1,02 1 01/01/2003 - 01/04/2003 2 01/05/2003 - 01/11/2003 3 01/12/2003 - 01/18/2003 4 01/19/2003 -01/25/2003 5 01/26/2003 - 02/01/2003 b 02/02/2003 - 02/08/2003 * 7 02/09/2003 - 02/15/2003 • 8 02/16/2003 - 02/22/2003 * 9 02/23/2003 - 03/01/2003 * 10 03/02/2003 - 03/08/2003 • 11 03/09/2003-03/15/2003 • 12 03/16/2003 - 03/22/2003 * 13 03/23/2003 - 03/29/2003 * 14 03/30/2003 - 04/05/2003 * 15 04/06/2003 - 04/12/2003 16 04/13/2003 - 04/19/2003 17 04/20/2003 - 04/26/2003 * 18 04/27/2003.05/03/2003 * 19 05/04/2003 -05/10/2003 20 05/11/2003 - 05/17/2003 21 05/18/2003 - 05/24/2003 22 05/25/2003 - 05/31/2003 23 06/01/2003 - 06/07/2003 24 06/08/2003 - 06/14/2003 25 06/15/2003 - 06/21/2003 26 06/22/2003 - 06/28/2003 27 06/29/2003 - 07/05/2003 28 07/06/2003 - 07/12/2003 29 07/13/2003 - 07/19/2003 30 07/20/2003 - 07/26/2003 31 07/27/2003 - 08/02/2003 32 08/03/2003 - 08/09/2003 33 08/10/2003 - 08/16/2003 34 08/17/2003 - 08/23/2003 35 08/24/2003 - 08/30/2003 36 08/31/2003 - 09/06/2003 37 09/07/2003 - 09/13/2003. 38 09/14/2003 - 09/20/2003 39 09/21/2003 - 09/27/2003 40 09/28/2003 - 10/04/2003 41 10/05/2003 - 10/11/2003 42 10/12/2003 - 10/18/2003 43 10/ 19/2003 - 10/25/2003 44 10/26/2003 - 11/01/2003 45 11/02/2003 - 11/08/2003 46 11/09/2003 - 11/15/2003 47 11/16/2003 - 11/22/2003 48 11/23/2003 - 11/29/2003 49 11/30/2003 - 12/06/2003 50 12/07/2003 - 12/13/2003 51 12/ 14/2003 - 12/20/2003 52 12/21/2003 - 12/27/2003 53 12/28/2003 - 12/31/2003 1.02 1.02 1.03 1.02 1.01 1.00 0.99 1,00 1,00 1,00 1,01 1.00 1,00 1.00 1,00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.02 1.02 1.02 1.03 1.03 1.03 1.03 1.03 1.03 1.02 1.02 1.02 1.02 1,02 1.01 1.01 1.02 1,02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.03 Page 0 APPENDIX F FDOT LOS TABLES MUATS INFORMATION • TABLE 4 ® 4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZE© AREAS* LTNINTERRUTPTED FLOW HIGHWAYS Lanes Divided 2 Undivided 4 Divided 6 Divided Level of Service A 8 C D S 180 620 1,210 1,720 2,370 1,940 3,140 4,540 5,870 6,670 2,900 4,700 6,800 8,810 10,010 STATE TWO-WAY ARTERIALS Class 1 (>0.00 to 1,99 signalized intersections per ante) Level of Service Lanes Divided A B C D 2 Undivided *" 400 1,310 1,560 4 Divided 460 2,780 3,300 3,390 6 Divided 700 4,240 4,950 5,080. 8 Divided 890 5,510 6,280 6,440 E 1,610 *** Class II (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 Divided ** 390 2,470 3,110 3,270" 6 Divided ** 620 3,830 4,680 4,920 8 Divided ** 800 5,060 6,060 5,360 Class III (more than 4,5 signalized intersections per mule and net 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 • 500 1,200 ** 1,180 2,750 ** 1,650 4,240 ** 2,450 5,580 H 1,470 3,120 4,690 6,060 Class IV (more than 4.5 signalized intersections per milt and within primary city central business district of an urbanized area over750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A +* ** Level of Service & C D B * * 490 1,310 1,420 1,170 2,880 3,010 1,810 4,350 4,520 2,460 5,690 5,910 ** FREEWAYS Interchange spacing> 2 mi. apart Level of Service Lanes A B C D 4 2,310 3,840 5,350 6,510 6 3,580 5,930 8,270 10,050 8 10 12 4,840 6,110 7,360 8,020 10,110 12,200 Interchange spacing <2 mi. apart Lanes 4 6 8 10 12 A 2,050 3,240 4,420 5,600 6,780 11,180 14,110 17,020 Level of Service D 3,350 5,250 7,160 9,070 10,980 13,600 17,160 20,710 0 7,240 11,180 15,130 19,050 23,000 C L3 E 4,840 7,600 10,360 13,130 15,890 6,250 9,840 13,420 16,980 20,560 7,110 11,180 15,240 19,310 23,360 Lanes Divided 2 Undivided 4 Divided 6 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service A ** B C +* 870 2,030 3,170 D 1,390 2,950 4,450 E 1,460 3,120 4,690 Other Signalized Roadways (signalized intersection analysis) Level of Service Lanes Divided A H C D 8 2 Undivided ** ** 450 450 1,200 4 Divided ** '* 1,050 2,070 2,400 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http://wweel l.rnyflorida.cam/planning/aystemslsm/losldefault.htm 02/22/02 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% 50-34% 85-100% A 300 Level of Service B C D a* 3I0 1,310 240 390 >390 680 >680 *** I5 >1,310 **+ ***. PEDESTRIAN MODE (Note: Level ofservice for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Level of Service Sidewalk Coverage A B C D E 0-49% ** ** +* 600 1,480 50-848s ** *+ ** 940 1,800 85-10014 ** 210 1,080 >1,080 *** BUS MODE (Scheduled Fixed Route) (Buses per hour) (Mete: Burn par holm shown era only for the peak hair in the single direction of higher traffic flew,) Sidewalk Coverage 0-84% 85.100% A *m >6 8 >5 >4 Level of Service C i2 >4 >3 >3 >2 Lines 2 2 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volume by the indicated percent) Median Lett Turns Lanes Adjustment Factors Divided Yes *Selo Undivided No -20% Undivided Yes -5% Undivided 110 -25% ONE-WAY FACILITIES Decrease corresponding two -directional volumes in this table by 40% to obtain the equivalent one directional volume for one-way facilities, •This table does not conttltvx a standard and Mould be used only for general planning applications. Toe computer models from which this rabic is derived should es used for more specula planning applications, The sable and deriving computer models should nor be used for corridor or intersection Cosign, wham mote refuted teehniqura exist, Vslime shown are hourly two-way volumes for levels of service and are far the auaoaabilemuck modes unless. specifically sated Level of service inner rode thresholds ore probably not can,parab€e across modes and, therefore, crass modal comparisons should be toads with caution. Furthermore, rambiniag levels of service of different modes into ran overall roadway !evel ofaervlea is not retammended, To convert to annual average daily marlin volumes, these valuate' may be divided by on appropriate )(Factor The table'. input value defaults and level of service criteria appear on the following page. Calculation: are based an planning applications of the Highway Capacity Manual, 8lcycle L06 Model, Pedestrian L05 Model mad Transit Capacity add Quality of Service Manual, reipecrivsiy far the eutamahtle/truck, bicycle, pedestrian and bur anodes. •°Cannot be achieved using mitts input wive defeutu, •*•Nei appltcabin Per that !foal of amine loner grade. For automobile mock modes, volumes greater than lord of service 0 become F bscauaa interscaien copacitiro have been reached. For bicyeic and pedestrian males, the level of service lever grade (including r3 ti act aehievabla, becauts there is no maximum vehicle volume Threshold using able input value dcfaulw. 91 • 7 tt lrrzx t • • TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW FIIGHWA'YS Lanes Divided 1 Undivided 2 Divided 3 Divided A 100 1,060 1,600 Level of Service B C D 340 670 950 1,720 2,500 3,230 2,590 3,740 4,840 E 1,300 3,670 5,500 STATE TWO-WAY ARTERIALS Class 1 (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D 1 Undivided tact 220 720 860 2 Divided 250 1,530 1,810 1,860 3 Divided 380 2,330 2,720 2,790 4 Divided 490 3,030 3,460 3,540 E 890 *** • 0** Class II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D E 1 Undivided 2 Divided 3 Divided 4 Divided tact tact test 100 590 810 220 1,360 1,710 340 2,110 2,570 440 2,790 3,330 850 1,800 2,710 3,500 Class III (more than 4.5 signalized intersections per mile and riot within primary city central business district of an urbanized area over 750,000) Lanes Divided h Undivided 2 Divided 3 Divided 4 Divided A ** tact ** tact Level afService B C D E ** tact tact tact 280 660 650 1,510 1,020 2,330 1,350 3,070 810 1,720 2,580 3,330 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area aver 750,000) Lanes Divided I Undivided 2 Divided 3 Divided 4 Divided A ** tact ** tact Level of Service B C D ** 270 720 650 1,580 1,000 2,390 1,350 3,130 ** ** ** NON -STATE ROADWAYS Major City/County Roadways Level of Service Lanes Divided A H C D 1 Undivided 2 Divided 3 Divided Lanes Divided A 1 Undivided tact 2 Divided tact r* tact tact ** ** 4* 480 760 1,120 1,620 1,740 2,450 Other Signalized Roadways (signalized intersection analysis) Level of Service 3 C D E "* 250 530 660 ** 580 1,140 1,320 E 810 1,720 2,580 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399.0450 http://wow 1 I.myflorida.eom/plaaning/systems/stNlosldefeult.htm 02/22/02 FREEWAYS Interchange spacing? 2 ttrl, apart Level of Service Lanes A E C D E 2 1,270 2,110 2,940 3,580 3,980 3 1,970 3,260 4,550 5,330 6,150 4 2,660 4,410 6,150 7,480 8,320 5 3,360 5,560 7,760 9,440 10,480 6 4,050 6.710 9,360 11,390 12,650 interchange spacing < 2 mi. apart Level of Service Lanes A B C D E 2 1,130 1,840 2,660 3,440 3,9I0 3 1,780 2,890 4,180 5,410 6,150 4 2,340 3,940 5,700 7,380 8,380 5 3,080 4,990 7,220 9,340 10,620 6 3,730 6,040 8,740 11,310 12,850 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 maximum service volumes.) Paved Shoulder/ Bicycle Lane Coverage 0-49% 50.84% 85-100% A B ** tact 130 160 380 Leval of Service C D 170 720 210 >210 >380 *** E >720 tact* *** 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 the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Sidewalk Coverage 0-49% 50-84% 85-100% Sidewalk Coverage 0.84% 83.100% A ** 3 ** tact 120 Level of Service C D 330 tact 520 590 >590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A B C ** >5 >4 >6 >4 >_3 D >3 >2 ARTERIAL/NON-STATE ROADWAY ADJ'USTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Lanes Median Left Turns Lanes 1 Divided Yes 1 Undivided No Multi Undivided Yes Multi Undivided No Adjustment Factors +5% -20% -5% -25% ONE WAY FACILITIES Increase corresponding volume 20% E 810 990 *** .This table dose sot constitute a standard sod shoo be wad only fa:antral planning applications. The computer models from which Una table is dorvod should be tiled for mom spoof Ile planning applications. The table and detiving computer models should pat be used for corridor or intersection design, where more refined technique' exist. Vattue shown are hourly directional volumes for levels of service and are for the automobile/suck model unless spsrtltceliy stated. Level of service Ietxr grade thrsehalds are probably not camperabte acres modes and, therefore, crass modal competitions should ba nada with caution. Furthermore, rosbatdng levels of service of different modes into one overall roadway Ins] of service is not recommended. To convert to annual average daily traffic volumes, these, volumes must be divided by appropriate 0 and K factom.The table's input value defaults and level of service criteria appear on the following page, Csiculatians ere based en planning applicetiens of the Highway Capitity Maouat, Bicycle LOS Model, PedesMao LAS Model and Trsnsit Capacity and Quality of Service me:s et, teepectivety for the suramobildvuck, bicycle, pedestrian and bus modes. "Cannot be achieved wing table input value definite, •'if to nppliceble for that !eve! of'swine liter grade. For automtbii,/ ruck modes, votcm*s grease shah level of eervies 0 became F bosom' lasnession capacities have bean reached. For bicycle and pedestrian snedeg the tevet of aarvice letter grad* (including F) is not achievable, because there is no maximum vehicle volume threshold using table input vaiv^t deFaulu. 97 • • • ?Pliant -Dade Interim 2005 Cost Feasible Plan ORIGIN ZONE DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS I TOTAL NNE ENE ESE SSE SSW WSW WNW NNW 391 TRIPS 242 181 84 459 377 340 153 326 2162 PERCENT 11.19 8.37 3.89 21.23 17.44 15.73 7.08 15.08 392 TRIPS 353 97 95 467 716 679 291 323 3021 PERCENT 11.68 3.21 3.14 15.46 23.70 22.48 9.63 10.69 393 TRIPS 684 141 279 455 1485 1169 620 711 5544 PERCENT 12.34 2.54 5.03 8.21 26.79 21.09 11,18 12.82 394 TRIPS 556 219 143 317 935 811 433 521 3935 PERCENT 14.13 5.57 3.63 8.06 23.76 20.61 11.00 13.24 395 TRIPS 652 260 193 307 1604 1098 534 526 5174 PERCENT 12.60 5.03 3,73 5.93 31.00 21.22 10.32 10.17 395 TRIPS 1035 348 241 847 1437 1202 733 842 6685 PERCENT 15.48 5.21 3.61 12,67 21.50 17.98 10.96 12.60 397 TRIPS 1607 498 465 1129 1983 1479 1165 1195 9521 PERCENT 16.88 5.23 4.88 11.86 20,83 15.53 12.24 12.55 398 TRIPS 717 217 206 182 1032 667 538 503 4062 PERCENT 17.65 5.34 5,07 4.48 25.41 16.42 13.24 12.38 399 TRIPS 681 81 123 265 957 579 364 380 3430 PERCENT 19.85 2,36 3.59 7.73 27.90 16.86 10,61 11.08 400 TRIPS 149 85 65 219 211 132 122 92 1075 PERCENT 13.86 7.91 6.05 20.37 19.63 12.28 11,35 8.56 401 TRIPS 234 47 65 160 225 147 116 146 1142 PERCENT 20.49 4,12 5.69 14.01 19.70 12.87 10.33 12,78 402 TRIPS 119 38 43 98 126 80 75 78 657 PERCENT 18.11 5.76 6.54 14.92 19.18 12.18 11.42 11.87 403 TRIPS 375 218 194 281 378 257 230 295 2228 PERCENT 16.83 9.78 8.71 12.61 16.97 11.54 10.32 13.24 404 TRIPS 379 134 156 634 567 424 292 236 2822 PERCENT 13.43 4.75 5.53 22.47 20.09 15.02 10.35 8.36 405 TRIPS 216 62 90 227 227 171 138 153 1284 PERCENT 16.82 4.83 7.01 17,68 17.68 13.32 10.75 11.92 - 27 - 1/18/05 • • • 87-0104 SR 934/NE 79th Street 200' W/O NE 4th Ct One -Way Pair (EB) AADT Yearly Growth 2003 28500 -1.04% 2002 28800 -7.69% 2001 31200 38.67% 2000 22500 21.62% 1999 18500 4 Year Average Annual Growth 12.89% 4 Year Growth 54.05% 87-0105 SR 934/NE 82nd Street 200' W/O NE 3rd PI One -Way Pair (WB) AADT Yearly Growth 2003 16500 3.13% 2002 16000 3.23% 2001 15500 -11.43% 2000 17500 6.06% 1999 16500 4 Year Average Annual Growth 0.25% 4 Year Growth 0.00% Print Date: April 21. 2005 Florida Department of Transportation Transportation Statistics Office 2003 Historical AADT Report County: 87 - DADE *Site; 0104 Description: SR 934/NE 79 ST/ONE WAY PAIR EB, 200W NE 4 CT YearAADT Direction 1 Direction 2 2003 C 28,500 E 0 W 0 2002 C 28,800 E 21,000 W 7,800 2001 C 31,200 E 23,500 W 7,700 2000 C 22,500 E 22,500 W 0 1999 C 18,500 E 18,500 W 0 1998 C 30,000 E 22,000 W 8,000 1997 C 27,900 E 20,500 W 7,400 1996 C 21,500 E 21,500 W 0 1995 C 27,500 E 0 W 0 1994 C 24,000 E 0 W 0 1993 C 23,500 E 0 W 0 1992 C 30,000 E 0 W 0 1991 29,993 E 0 W 0 1990 22,863 E 0 W 0 1989 47,419 E 25,646 W 21,773 1988 38,821 E 21,515 W 17,306 • • AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T =Third Year Est; X - Unicnov,n Page 1 Print Date: April 21, 2005 County: 87 - DADE Florida Department of Transportation Transportation Statistics Office 2043 Historical AADT Report • Site: 0105 Desc ription: SR 934/NE 82 ST/ONE-WAY PAIR WE, 200W NE 3 PL Year AADT Direction 1 Direction 2 2003 C 16,500 E 0 W 16,500 2002 F 16,000 E 0 W 0 2001 C 15,500 E 0 W 15,500 2000 r. 17,500 E 0 W 17,500 1999 C 16,500 E 0 W 16,500 1998 C 16,500 E 0 W 16,500 1997 C 14,500 E 0 W 14,500 1996 C 16,500 E 0 W 16,500 1995 C 16,000 E 0 W 16,000 1994 C 16,500 E 0 W 0 1993 C 16,000 E 0 W 0 1992 C 17,500 E 0 W 0 1991 17,481 E 0 W 0 1990 19,564 E 0 W 0 • • AADT Hags: C Compuied; E Manual Estimate; F = First Year Est; S = Second Year Est; T = Third Year Est; X =Unknown Page 1 • APPENDIX G REDUCED SITE PLAN • • • N Z11 • • 9 � alatigmoriatiftWak- NE. 79 STREET PROPOSE, 16 ,1i UNIT 15 aT RY iPAR BLD As.2 3 STORY PARKING GARAGE BUILDING NE. 78th STREET SITE PLAN SCALE T • 20-0' Ecij PROJECT DATA ZONINQ Lt. EXISTING ZONING: G1 2 SITE AREA: 2A NET LAND AREA: 2.8 GROSS LAND AREA: MUM SETBACKS, 120,453 S.F. (278 ACRES, 159,309 S.F,(3.50 ACRES) 3A FRONT 3.8 SIDE SAME AS ABUTTING DISTRICT (R3) 3.0 REAR SAME AS ABUTTING DISTRICT (R3) HEIGHT. REQUIRED PROPOSED REQUIRED PROPOSED 10'-0. 20'A° 19,0. 24'-0° 1P-0° NA PROPOSED UNLIMITED (WRii 48 DEGREE INCUNATION ABOVE 120.0. /39-0° (15 STORIES) FAR: ALLOWED 1.72(GROSS AREA) 1.72X 155,388 8.01..287,233 S.F. 40%(GROSS AREA) 40%0E 156,388 S.F.802,147 9.F. (MAX) OPEN SPACE: REQUIRED 10%(GR08S AREA) 10% OF 155,389 8 F..15,538 S.F. (MIN) PROPOSED 234,900 SF. p4052880 44,832 9,F. PROPOSED 38.311 SS. PARKINGCAi.GULAT1ONS: REQUIRED PRONDEO SA 1 BEDROOM / 1-1/2 9A154 340 UNITS X 1,0-%(WIT.i PARKING WAIVER) 170 B.B VISiT0R9: 10% X 340 34 TOTAL 204 SPACES 214 SPACES S.0 ACCESSIBLE PARIONO SPACES INCLUDED IN TOTAL 7 0.0 LOADING ZONES 400870S 4BERTI4S k��ol !�ilf 6 0. VON Mt NE A-20