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HomeMy WebLinkAboutTraffic Impact Analysis05/01/2005 15.33 FAX URS 1002/013 • • June '1''t 2005 Ms. Lilia 1_ Medina, AICP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 2"4 Avenue (10th Floor) Miami, Florida 33130 Re: Villa Patricia MUSP Sufficiency Letter— W.O. # 109 Via Fax and US Malt Dear Ms. Medina, Subsequent to our May 27th, 2005 review comments for the subject project, we have received a response letter dated June Vt. 2005 prepared by Transport Analysis Professionals, Inc. (TAP). Photocopy of the response letter is attached herewith. At this time, we conclude That the traffic impact report along with the subsequent submittal meet all the traffic requirements and the study Is found to be sufficient. Please note that the applicant has proposed to modify the signal timing/phasing combination at the NE 2nd Avenue/NE 791h Street intersection. The applicant must coordinate with the Miami Dade County Traffic Control and Signs Division to secure appropriate approval es this project goes through the review process. Should you have any questions please fell free to call Quazi Masood or me at 954.739.1881. Sincerely, 1.1 ra on Southern Ra, $hanmugam, `.E. Senior Traffic Engineer Attachment Cc: Mr. Kevin Waifc+rd, Planner 1, City of Miami (Fax - 395.416.1443) Mr. R+chard P- Elchinger, TAP (Fax: 305.385.9997) URS Corporation Lakeshore CornpIax 8100 NW 33rd Avenue, Sulfa 1$0 Fort Lauderdale. F4 33309-6875 rat: a64,739-i881 Fax: 964,730.1789 ET/E9 3iVd SISK1 NG ltlOdSNC21. L66698E 2E 6 T :9 T 900 / I I /40 • VILLA PATRICIA MIXED -USE DEVELOPMENT NE CORNER of NE 2ND AVENUE & NE 78TH STREET MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS MAY 2005 • VILLA PATRICIA MIXED -USE DEVELOPMENT NE CORNER of NE 2ND AVENUE & NE 78TH STREET MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANLAYSIS Prepared for Biscayne Housing Group 2950 SW 27t1' 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 305 385-0777 • • • VILLA PATRICIA MIXED -USE DEVELOPMENT MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 1 TRIP GENERATION 5 TRANSIT USE 5 SITE ACCESS 5 TRIP DISTRIBUTION 6 PEAK SEASON TRAFFIC ADJUSTMENTS 6 FUTURE BACKGROUND TRAFFIC 6 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 —1TE Trip Generation Appendix E — FDOT Seasonal Factors Appendix F — FDOT LOS Tables & MUATS Information Appendix G — Reduced Site Plan VILLA PATRICIA MIXED -USE DEVELOPMENT MIAMI, FLORIDA MUSP TRAFFIC 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 1 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 79/82nd Street - N. Miami Avenue Intersection Analysis - NE 2nd Avenue & NE 79th Street (signalized) - NE 2nd Avenue & NE 78th Street (un-signalized) - NE 3rd Court and NE 79th Street (un-signalized) - NE 31-d Court & NE 78th 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. • M Street Atlas USA® 2004 NW 9.7TH ST NE9TTN NW95THST w' NE56TMST 1 NW 55TH ET NE 95TH ST z SST o NW 54TH ST NE MTH ST z o x "E NE93RDST --r : NW92ND ST dry NW 9ZNfl 5T - NE 52N0 ST.. _..... y NW81STTST NE515T5T NW 9pTH ST NW 9OTH ST. ME 90TH 5T NE 89TH 5T . ., alai! s ¢' 0 . F' to ::: B$TH 5TNW 87TH ST ' ttW 87TH sT`�aNHST� HaTW, 5? U NWBSTHST z 557ksr zN5T NgBSTkg7 4� NE85 HST NE@6 . NE 85TFi ST _` NE 83RD LN a.NYV BATH LN a NE 84 H 5T 3 41 r NE BOTH ST N z ) NE 83RD TEFy ko F NE 83RD ST y z„ µ; v NE 93RD ST 1 i�F' n a a: Miami Shores �r 3 N A si a NE82NDTER m NW 82ND TER ▪ 4 - N�"t NW 80TH TER NE HOT i NE 8tS7 ST: SITE n . �� L —� NW 79TH ST AW? 3d: 257. NW 8/ST ST 2 NW BOTH ST . NW73nTER . 4. m 73RD ST x -1, NE78 ..ST Fp NE78TH5T < �Q NETii11TcR N ; q { n v NE 75, S T a NE 75TH S7 �Y :p NE74THST N NE741HST.... - P NE 73zRD ST A z ca $-,w.,,, m rns NE72NDTER [rs . ran m a z LL q c ( NE72NDST 4- r cv r" 2 .izz # S E�IC) µis L. 2" - iy G mi .. `�` a y NE 7 5T $T NE 715T 5T . m NE71STST NE70ratST ! a s NE 69TH ST NE BBTH ST hNfiSTHST NE69TH5T I .... NW OF ST 7H S s = NW.58TH TER NE 68TH TER u i (,, NE 68TH ST u NE67THST -. lir 1 NE 95TH ST NE 94TH ST n NE 9TPD 5. - NE 92ND ST .. . NE 9IST TER a;.... ST, ,ST z ▪ NE 89TH TER. NE 897H S1 ) 4 NA 68THST NE BBTN ST z NE B 7H ST rn � R'E BBTH ST NW B?7H S7 , c� n c3. NE ?TH AVE hYs' 66i3'i ST 55TH sT BOTH TER NE MTH ST ▪ r w Edison Center gg z`° r» z NW 82ND TER NW 82ND ST . NW 51ST ST 2_ NW BOTH TER NE 50TH ST NW 5ETH ST Nw 59T rI TER NW 88TH ST v NW. 51T1-1 ST, ® 2003 DeLorme. Street Atlas USA® 2004 www.de!orme.eom NW1 57Tti 5T m Lemon city NE58 T I4 TER GENERAL LOCATION MAP 2 ,Eaton Park NE BOTH ST NOTH.ST NE59T ST. NE 59TH ST ayshore,- 2 NE57THST E56TH 5T. !FIGURE 1 Scale 1 : 17,600 zDO z1 ICi_...�...«k!C 6W AC6m 1" = 1,486.7 ft Data Zoom 13-5 • • N NTS r N.CO N CrS 123 -4 1324 --IP- 43 CO CV J 7 —4 8 —►- 17 101 — 334 1 NE 79th Street SITE 17 -41-14 f 6 NE 78th Street 00 .* �n CO CO LQ CO 1350 —40- 21 NE 3rd Court Existing PM Peak Hour Traffic Alifrair TRANSPORT ANALYSIS PROFESSIONALS FIGURE 2 3 • N NTS NE 2nd Avenue 4t 't- NE 79th Street F SITE NE 78th Street NE 3rd Court 1 Lane Use Geometry TRANSPORT ANALYSIS PROFESSIONALS FIGURE 3 4 • • • 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 I Villa Patricia AM & PM Peak Hour Unadjusted Traffic Volume ITE AM Peak PM Peak LU Code In Out Total In Out Total Apartments 340-units Specialty retail — 2,000 sf 220 14 14 28 24 14 38 814 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. • • 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 East/northeast — East/southeast — South/southeast — 5.487% North/northwest — 12.60% 5.21% West/northwest — 10.96% 3.61% West/southwest — 17.98% — 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 4th 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 determine 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. • N NTS • 12 19--,41/4 „Or-2 NE 79th Street 19— - PM PEAK HOUR IN=28 OUT = 17 TOTAL = 43 NE 3rd Court NE 78th Street 7 --1 sv--1 1— VILLA PATRICIA PM PEAK HOUR SITE ONLY TRAFFIC R'r A,INALYSFS PRc E SKGNAL FIGURE 4 N Nrs 132 (132)4 1509 (1528)--0.- 46(46)-, NE 2nd Avenue CO N Cn 7(7,4 9 (16)--0.- 18 (18)- 4-109 (109) -4--380 (392) f1 (1) -411--606 (606) f 0 (2) 1669 (1669)-10- 0 (19)-z, SITE (1) -.IN--41 (41) 0 (7l 99 (99)—► 1540 (1541)---0- 22 (22)- NE 3rd Court tiro 0 c {.+ .034 ; 105 (105)- 0 (1)--► 30 (30) t 588 (590) --5 ! 5 (55) NE 79th Street co co w • T 4--1 (1) +4--1 (2) 1 (0) NE 713th Street 2007 PM PEAK HOUR TRAFFIC (WITH) AND WITHOUT SITE jj71 TRANSPORT ANALYSIS PROFESSIONALS FIGURE 4A 8 0 $treet Atlas USA'3 2004 rn NW 99TH ST . x • mFs4 NYJ 4$TH 57 1,1.1., NE .7TH ST .... NW 97TH 5T NE 9TTi i ST 2 m co I€ 4 z N1N96ry8T NE96THS? Miami Shores-:n,fi S rg MN 95THST NE g§TH ST ' z d• .'• 2 ` NE 44TN 51 NE 94TH ST' Cr ^�947x gr NW. 94TH ST NE 94TH'ST �, NE �aRf3 ST NE 93RD ST NE 83RB ST z ri NE 93RD:ST qi NE fl2N9 ST ▪ MN 92Nd 5T' T NE 92 DST � x NE 9ZNC S 4,4_ NtM$2N6 ST yE9iST ER a 1 ' 91STST" s * 59� NW91ST.ST NE91ST5T a t cn- _. uz x NW 90T ST Nc 90T41.ST 7ii ST z N .. -- NE 897H TER• SdVJ gp7H ST / NE 65TH 5T NE 89TH 3T • . s s / a - .. r a S i NE 38TH 8T ... co © El Portal = _ � sTTHST .. NW 877 ST . • E LIJi�E 66TH ST NE 66TH ST. N,N85TN 9T NBetH`vT NEBS it57 ¢ 1.NE85THST V NE 85THST z z NE 63RD LN y �- • NW 84TH LN ▪ a NE 84TH ST NE BgTH ST tt[ Ni 83R6 TER �y • s NE 83RD 57 i m w NE 83RQ 5T < ,Soar item nal Pak ^ c w .. NE 52ND TER 4 4 �; NW 52NJ TER w a 52dp,S 4:, tip N 81ST ST • • •• . t.ITti g'L NV BATH ER NE B6T NW835T5T ;SITE a NE. 8ISTST•, NW $OTH ST i C NW 87TH ST .Little River 91A Z ."PCB........ lQp NW,61- NW 78T 5T NE eM F rs z z NW rrTH 5T `2 7 P (') �.. = ~ NE 75TH ST tol NE 75TH ST._.: ... m �_, W 9 NE 74TH ST, NW 7SRQ TER NE 74TH ST m 1 g. 73RD ST r NE.3RDST z. Yi t. ° NE72N�TEA ,.., Z, u r M �ryt.. .. Nc72ND 5T. ca p ▪ y rn 7^ r 5r NE ]':ST 5T yy. z NE 76Th aT �t . . 8E NE 7OTH ST - - ' _ NW 69TH ST NE 69TH ST -5 c"i NE 69Tr! 57 NE t 9TH 5T NW 69TH ST NE 69TH ST c' = ,�G sr NE 88TH ST f NW 38TH TER NE ESTi? TER ... t N& :TT:NTH ST u�I �EA. a NVJ @8TH 5T NE 6ETH ST 67TH sTx= mz E 67TH 5Tm TI71.1,;1ir, NW 57TH ST S NENkV 66TN 5T m M NE ST 7TH AVE fi4Tr1 TER 'Fr, !E IA ti ¢ N 1 NE 64TH ST 1 Z '- Edison Caater z _ `~�' a {• i u. . . z z II i. n z NW 62NQ TER u u b .4 NW 62ND:ST .> s 11 NW $IST srli ce .Eaton Park NW 60TH TER zNE 63TH ST } NE BATH 57 Ni6k11.1 ST ci NW 60TH ST zm Lemon City 1 N'W SSTH TEA NE 99TH ST Ne 9em1'I ST ss hNt59THST STUDY AREA NW 59TH ST ma! SeTH ST © 2003 DeLorme. Street Atlas USA® 2004. www,dePorme.com 9 *TN MN (0.0•E1 w' NE 59TH ST ayshore 934 NE TM TER 4. • 7' • FIGURE 5 Scale 1 : 17,600 300 400 uG 400 m = 1,465.7 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 VOLUME AT STUDY LOCATIONS • YEAR 2007 YEAR YEAR HACKGROUNO 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 Avenue & NE 79th Street - 'ES LEFT 123 1 124 8 132 0 132 IEB THRU 1324 13 1337 172 1509 19 1528 EB RIGHT 43 0 43 3 48 0 46 WB LEFT ,,. , __ __., _. _ _, _ -.__ _. . ____W _W_ea 1m. 0..,. _____ 1 0 1 I WB THRU 334 3 337 43 380 12 392 WB RIGHT 101. 1 102 7... 108..., . _0_ - -- __109 _ N6 LEFT .._,_ _- _�,...�.�.�___ _.._ ... _...._ 44 0 44 0 44 0 44 NB THRU 714 7 721 7 726 0 728 INS RIGHT 41 . 0 41_...�_.m 0 41._ 0 _ _-__ 41 _ S3 LEf T 98 1 99 1 100 0 100 SSTHRU 372 4 378 4 380 0 380 S9 RIGHT 21 0 21 0 21 4 21 NE, 3 Court & NE 79th Street ES THRU EB RIGHT 21 IWB LEFT ....w,.-...._..r,,...<.... 51__.__._.-_, WB THRu 51S _.. _ _ 'N9 LEFT 16 )N8 RIGHT 174 1350 14 1364 176 1540 0 NE 2nd Avenue & NE 78th Street 7EB LEFT 7 0 IEB THRU 8 0 'EIS RIGHT ,,�.:<....,. _ __1___ _.�_.._..-.._ 0 WB LEFT 6 0 WB THRU 14 0 il•VB RIGHT 17 0 NB LEFT "� ...... „.-5.8_. _ _._._.__. t NSTHRU 884 9 INB RIGHT 65 1S9 LEFT 23 !SE THRU 417 SS RIGHT 18 4 NE 3rd Court & NE 76t1 Street .EB LEFT 98 1 IES THRU 0 0 IEBRIGHT 28 0 B_ WLEFj O .._ .. ., 0 [WB THRU 1 0 iWB RIGHT 1 0 NB LEFT 20__�.. 0 NB THRU 218 2 iN8 RIGHT 2 0 2 0 I: SS , EFT —..... ,... . _ __ _._ .__ _ __ ,-__ 9 .._ _ .. 4 .._.. _ 0 SS THRU 67 1 68 1 LSB RIGHT 20 0 20 1540 21 „.rvn.n___ 1 _ _ .�_a 22 - . 0 ___.,, ..., 22 - 52 3_ 55 0 55 521 67 588 1 589 16 0 16 0 16 1762 178 0 178 7 0 8 1 7 0 7 9 7 16 17 1 18 0 18 14 2 16 3 19 17 __..,,.,:<.-:.. 1 ___.__. 18 _ .. �. 0 .-. 18 67_1_,. �e18 0.__ 1:8_� 893 9 902 0 902 66 1 23 421 4 67 0 67 - 23_. 0-__ 23 425 0 425 .1 �_.:,4, _-18e_. 3 18 99 0 28 0 1 20 220 2 Site Drtvewey along NE 791h Street �I EB THRU 1483 15 1478 DEB MIGHT ..._._... ._�...._ _�_..,.. WE LEFT 0 WB THRU [NB LEFT 0 NB RIC3HT 0 Site Driveway along NE 7811 Street EB LEFT DEB THRU_ WBTHRU W8 RIGHT._ . SS LEFT SB RIGHT 0 5 0 0 0 537 0 0 0 0 97 98 41 0 41 0 01 0 8 0 2 0 0 0 105 0 30 0 105 0 30 .. 1 1 2 120 0 222 0 2 _._.. 0 t 89 20_._ 191 1669 0 20 222 2 69 20 0 1069 _� .N�:_.�:.._.0.. __.____._._ 19 .e ____,. 19 _. 0 .02 ._ 2 69 506 0 606 0 0 12 12 1 0 __� _ __.. O 0 7 7 1 99 0 9.__...99 O 41 �0 0 0 1 Arterial Summary NE 79th ! 82rtd Street East and_ WestboundTwa way Site Volume Summary = 34 N. Mlaml Avenue bouoW gry _ 41_ NCrth, anti SGuthnd Two -Way SiteVolumeumm 1 A seesor7al factor of 1.03/4 is ,[sed to increeee axistin9 volume to peak seaeon condtlons 2 A growth factor of 12.59% is uses to inoreas traffic to year 2007 conditions along NE 79th Street & 1.0% to increase volume along NE 2nd Avenue 11 2 8 Villa Patr€cis TAP ,iN 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 LOS1 NE 2nd Avenue & NE 79th Street _._.. ,-,E13 LEFT EB THRU EB RIGHT WB THRU WB RIGHT NB LEFT NB THRU & RIGHT SB LEFT [SB THRU & RIGHT INTERSECTION LOS NE 3rd Court & NE 79th Street --IWB LEFT NB LEFT & THRU c B c B C c F F c c D D C 8 C F B B F C c c C F F c B NE 2nd Aversue & NE 78th Street — ._..-1EB LEFT, THRU & RIGHT C LWB LEFT, THRU & RIGHT D NB LEFT !SB LEFT E D D A A NE 3rd Court & NE 78th Street DEB LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT NB LEFT 1SB LEFT._._. __._._.. 8 8 8 8 A.�_ A A A Site Driveway along NE 79th Street WB LEFT NIA NIA NB LEFT & RIGHT N/A N/A Site Driveway along NE 76th Street 'EB LEFT NIA SB LEFT NIA 1 LOS is improved with signal retirning A NIA A N/A A Villa Patricia TAP ,tN 5720 12 • • TABLE 4 YEAR 2004 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS Arteral 1 Corridor Narita NE 79th Street )NE -WAY VOLUME Three - Lanes Eastbound NE 79111 Street ONE-WAY VOLUME One - Lane Westbound ROADWAY MODE I ' ROADWAY ROADWAY L -- ' ---._ _--- PER. TRIP _..I PER. TRIP- ...'I ROADWAY k .. ( 2003 ROADWAY - CAPACITY 1 ROADWAY I VOLUME I PER. TRIP ROADWAY 1 I CORR VEHICULART PPV VEHICULAR kPPV EXCESS.__1 PERSON L-- - - 'rVO..... .... TYPE CAPACITY.' ' 1.6 VOLUME1 4 _.— ...___. ;. PER.TRIP 1 TRIP (Notes) 1 (1,). E (2) (31 VI) 1i (St (6) i 7 ; LOS A Adopted I LS € 3,250 5,200 -1,358 1 901 _ 3 299 0 37 Allowable [ I .. l f __._. .. ,.I. _..._ 3,250 _ -_ -� 1 i --' ----- ----- _...._7_ 1.... Alllawabie..{... -1 1,020 1632 E+20 .._.... 4,020 T 1 I 1 1 57 Three - Lanes NE 791h Street LOS TABLE.*' 0.13 B 013 B 013_ B 6.77 R 0.78 C 0.98 0.99 100 One- Lane NE 7919 Street LOS TABLE 0.11 0 11 _..-011 ._...._. 068 0.69 0.71 0.95 0.96 1,00 381 Three - Lanes NE 79th Street FOOT LOS Tattle Volumes D i 410 C 2.530 138 3250 .�.. MASS TRANSIT MODE LOCAL1US{' EXPRESS PER TRIP F PER. TRIP CAPACITY ICAPACITY 1 LOAD = I al LOAD = DESIGN I DESIGN (8) I (9) RAIL IRAN PER. TRIP CAPACITY 0 LOAD = DESIGN (10) TOTAL I TOTAL i TRANSIT TRANSIT 1. TRANSIT PERSON CAPACITY PERSON 1 TRSP--- ...�._ ... ._._ gr LOAD =1 TRtP I EXCESS DESIGN . VOLUME CAPACITY r 111['r-- (12 ...... _. (13).... _.. 1- HEADWAY i. BOTH - DIRECTION WT AVG 0--{ 0 I I .......-_ -.. ..._. I I PAX PERCENT I CAPACITY jRIDERSHIP AVG RIDERSHIP PAX PER HOUR DESIGN LOAD FACTOR SEATS PER VEH A 150.00% 1 150.00% L 150.00% I T I 0 ... .._.m..._ WFAVG SEATS PER ...._,1 VEH 1__0 _ AVG 0 I I 1 0 ..... _I_..... ... .....P...._ ..P_.,R......... {'PERCENT CAPACITY j RIDERSHIP D_ A. .... .. 1 I I HEADWAY I BOTH I ITIRECTIONSI ... ___... ._ ...... DESIGN LOAD ....... FACTOR RIDERSHIP PAX PER HOUR 1 150.00% , __-- One- Lane NE 791h Street FOOT LOS Table Vdiumes RL 120 ' Volume is from the year 2002 HOOT LOS tablas C 710 Existing volume adjusted to peak season D ........i 970 F 1,020 CORRIDOR TOTALS CORRIDOR I CORRIDOR! CORRIDOR PERSON 1 CORRIDOR PERSON I PERSON TRIP PERSON _ TRIP _' (RIP t' EXCESS TRIP ! - -- CAPACIIY VOLUME CAPACITY WC .I_... .... (14) (15) (16) i ,..17) ...1 LOS ' I 5,200 1,901 ....3.299 ......_.0 37 --- B AUTO PERSON TRIPS = 1,901 1 100,0% TRANSIT PERSON TRIPS 01 0 ' 0, _=�...., :.._ TOTAL PERSON TRIPS 1,901 ! 100.0% 1.632 384 1,251 AUTO PERSON TRIPS 381 100.0% TRANSFT PERSON TRIPS = ,.. _....D 0.0% TOTAL PERSON TRIPS = 381 100 0% Villa Patricia Transport Analysis Professionals, Inc. JN 5720 TABLE 5 Arterial! Corridor Name NE 79th Street ONE-WAY VOLUME Three - Lanes Eastbound FUTURE YEAR (2007) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC ROADWAY MODE ........ I ROADWAY ......._, ROADWAY PER. TRIP PER TRIP ROADWAY 2007 ROADWAY CAPACITY I ROADWAY VOLUME PER TRIP ROADWAY CORR VEUICULARI APPV VEHICULAR 1 PPV EXCESS PERSON _. TYPE CAPACITY* 1.6 VOLUME 14 PER TRIP TRIP Notes j.... z_.. ...3 -..... 4 ......-_ 5 6 7 LOS I Adopted j LS 3,250 5,2iJ0 4,567 I 2,194 Allowable I I E+20 i I t I 3250 I t . 3,006 0.42 NE 79th Street ONE-WAY VOLUME One - Lane Westbound Adapted I L Allowable I -- E+20 ......1,f320 . .. .... 1,020 1 632 1 -- 683 I 956 676 0-59 { Three - Lanes NE 79th Street LOS TABLE" 0.13 B 0.13 8 0,13 B 0.77 B 0.76 0.94 0,95 O. 0.98 0 0,99..._ _1.00 One- Lane NE 79th Street LOS TABLE" 000 Fl 62 0.62 0.62 0.62 -...,.0.62- 0 63 00.94 0.95 1 00 Three - Lanes NE 791h Street FOOT LOS Table Volumes B 410 C 2530 3080 3250 One- Lane NE 79€h Street EDOT LOS Table Volumes 8 120 G 710 D_ 970 € 1020 MASS TRANSIT MODE LOCAL BUS I EXPRESS . PER. TRIP !. PER. TRIP CAPACITY TCAPACFTYICAPACITY @ LOAD ..., i0. LOAD DESIGN -i DESIUt3 (9) i (9) RAH_ TRAN PER, TRIP RLOAO... DESIGN f10) TOTAL TRANSIT CAPACITY 0 LOAD= DESIGN (11.) TOTAL j TRANSIT_ 1 PERSON TRIP EXCESS CAPACITY (13) TRANSIT PERSON TRIP_-„ VOLUME (12) --- 0 f- HEADWAY ; DIRECTIONS'PER 0 -.._ WT AVG SEATS 1RIDERSHIP V...._ fi 0 AVG PAX PER HOUR 0 _ DESIGNBOTH CAD FACTOR 0 p ENT CAPACTY �R RIDERSHIP Sl€Ip L _.__ _._._ 150 0015 10,00'/ 150.0096 _,. .... ,.... _,.... ..��...._ I 1 15000 ,.....,_._ . —_ I - -� I WT AVG HEADWAY' SEATS BOTH _I PER D1RECT€ONSI VEH AVG RIDERSHIP DESIGN PAXLOADOAD ._..... PER HOUR FACTOR P PM CAPACITY i 1 PERCENT RIDERSHIP i 150.00% ......I CORRIDOR TOTALS I i CORRIDOR -1 ,_ - _.......... CORRIDOR CORRIDORS PERSON iCORRIDOR3__ --_� PERSON 1 PERSON TRIP I PERSON i TRIP I TRIP i EXCESS TRIP I CAPACITY i VOLONIE_I CAPACITY V/ -G .(_14) i (15) "1 (16) (17) 1... .105 ... — 5,20a _, 2,194 1 3006 € 042. i..mm., I f 3 AUTO PERSON TRIPS =1 2194 `_ 1000% T{LANSITPE8SON'MPS -€ 0 i 0095 TOTAL PERSON TRIPS =t[[[ 2,194 =.` 100 0% I I 0,59 1 i 632 956 676 E AUTO PERSON TRIPS - € 956 i 100 0% TRANSIT PERSON IMPS ^ 0 I O 0% TOTAL PERSON TRIPS =, 956 100 0% I._.._� .... ..__.. .._-. FACTORS; 2003-20007 Ann Ut )1%8 r temp) 1 1289 Volume is from the year 2002 FOOT L05 tables Note: Seasonal,, Adjusted Base from Table 4 LOS A & 8 not possible under aseurnptions - other vie cutoffs use FOOT LOS table ratios PROJECT VOLUME ASSIGNED I Transit Existing volume adjusted to peak season corridor ! Direch n P 'Auto Tri IPersan Trips NE 79th Street j Inbound (Et3) -__ 31 0_ Outbound (WEL) 3 NE079h Street _.._ _ Inbound(ED) ._..._� 31 OutboundAWB) 3 Transport Analysis Professionals, Inc. JN 5720 Villa Patricia • YEAR 20 TABLE 6 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS Atdzri4FU Cnrr"-der Name Miami Avenue Two-way Volume 4-lane divided ROADWAY MODE I ROADWAY ROADWAY. I,_ -I PER TRIP I PER TRIP i ROADWAY € 2003 1.. ROADWAY j CAPACITY I ROADWAY I VOLUME IPER. TRIP ROADWAY 1CORR ' VEHICULARLOPPV I VEHICULAR I OPPV...... EXCESS PERSONI... __ ... TYPE CAPACITY i 1,6 VOLUME" _ _ _ 1.4 j_ PER. TRIP TRIP ) I Wows) I t11 € {2 S3L... 14- �_. 0 17) i LOS ).. 1 Arl¢pted t LS 3,920 6,272 1 313 1636 i 4 434 0.23 ; C Allowable ' L... ...... N. Miss0 Avenue N. Miarru Avenue LOS TABLE 0.12 B 0.12 0.12 0,43 0.94 0.95 0.38 0.99 1.00 FOOT LOS Table Volumes 470 C 2,960 D 3,730 E 3,920 HEADWAY I SEATS !RIDERSHIP! BOTH j_ PER _II PAX_I DIRECTIONS VEH 1-PER HOUR; MASS TRANSIT MOPE LOCAL BUS). EXPRES__AIL TRAN I TOTAL , i TOTAL j TRANSIT CAR TRIP P TRANSITPERSON CAPACITY }cAPA FFY�LCAPACITY CAPACITY PERSON TRIP LOAD tM -,_,I_0 LOAD - I g. LOAD cg LOAD ...' TRIP EXCESS DESIGN 1 DESIGN_, DESIGN . DESIGN VOLUME CAPACITY (6) 1 (g 1 (10) (11) (12) I (13) 0 0 tl f_ WI AVG _iAVG DESIGN LOAD --1 PAX 1 PERCENT FACTOR TCAPACITY 1RIDERS11IP 150 00% 150.00% 1 ...........€........ { j 150_009"... 0 WAVG 1 WI" AVG HEADWAY SEATS TRIOERSHIPI DESIGN BOTH PER F PAX ! LOAD i_ PAX PERCENT DIRECTIONS{ VEH IPER HOURI FACTOR ; CAPACITY !RIDERSHIP ......._..rr -.......__..—.1..............._...�_ 150009b i_._.................L..__— ___ CORRIDOR TOTAL CORRIDOR CORRIDOR CORRIDOR PERSON CORRIDOR PERSON PERSON TRIP PERSON _ _.._ TRIP TRIP EXCESS -� TRIP E CAPACITY VOLUME CAPACITY WC (14) -�(15) {16) (17) I LOS 6,272 4,636 4,434 -.�0.29 ) AUTO PERSON TRIPS 1,839 100.0% TRANSIT PERSON IMPS -0- 0.0%v TOTAL PERSON TRIPS 1,838 100.0% AUTO PERSON TRIPS = 0 TRANSIT PERSON TRIPS — 0 TOTAL PERSON TRIPS =T 0 11. Volume is from the year 2002 FOOT LOS tables " Existing volume adjusted to peak season Villa Patricia Transport Analysis Professionals, Inc. JN 45720 • IP TABLE 7 FUTURE YEAR (2007) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC ROADWAY MODE ROADWAY ! ROADWAY II PER. TRIP PER TRIP1 ROADWA Y 2007 ROADWAY CAPACITY ROADWAY 4 VOLUME � PERTRIPRpgDWgYL CORR VEHICULAR 4PPV= VEHICU€AR+ Grey. EXCESS PERSON f TYPE CAPACITY 1.6 VOLUME 1.4 I PER TRIP I TRIP Arterial l Corridor Name Notes _.. (2) (3 „ (4) I (5) I (6) ) ! LOS Mlaao Avenue Two-way Volume Adopted_ Allowable E+20 3920 N. Miami Avenue LOS TABLE 6,272 I 1,523 2,132 N. Miami Avenue FOOT LOS Table Volumes 0.12 B __0.12............._.._S. 0.12 B 0.12 B 0.13 n.94 C 0.95 D 0.98 a i199 1,00 B 470 2960 3730 3920 MASS TRANSIT MODE LOCAL BUS1 EXPRESS PER TRIP I PER TRIP CAPACITY jCAPACITY Fa LOAD =—IF g LOAD ..- DESIGN i DESIGN 6 I 9 RAIL TRANI TOTAL TOTAL € TRANSIT PER TRIP CAPACITY ( LOAD s DESIGN (10) I TRANSIT TRANSIT I PERSON CAPACITY PERSON TRIP reLOAi}= TRIP EXCESS DESIGN I VOLUME I CAPACITY , t1 ! 12 13 .. Q .—__t --_. HEADWAY` BOTH DIRECTIONS' .._...... t [' WTAVG SEATS € PER _ VEN .. O.._..._,,,..3.... .....__� AVG RIDERSHIPI PAX PER HOUR -I IF ) i ._ Q - ...... ............----= -- ......._._ 3 DESIGN. ......E i LOAD FAX PERCENT 1 FACTOR I CAPACITY IR.OERSHIP L J 15000% I 15000% i 150.00% 150 0096 1 ___i __f --_-. DESIGN 7 , _-... HEADWAY BOTH DIRECTIONS Wr AVG SEATS PER VEIT AVCy... I RIDERSHIP .,., PAX I PER HOUR LOAD I PAX I PERC .... FACTOR CAPACITY !RIDER ENT_ sr1rP FACTORS: I' CORRIDOR TOTALS 1 CORRIDOR I CORRIDOR {CORRooR PERSON11ORRIDOR -----T ( .r..... -..... PERSONi PERSON --TRIP � PE#ESON 1 TRIP TRIP EXCESS TRIP I-- T CAPACITY j VOLUME CAPACITY V!C 114) 1 115)--......_.015). (17) I LOS 6272 .. .._2,132 4.140 I 034 .I.., { AUTO PERSON TRIPS _ 2,132 RPN511 PERSON TRIPS = 0 TOTAL PERSON TRIPS = 2,132 0 1 AUTO PERSON TRIPS THANSET PERSON 7HIP5 = TOTAL PERSON RIPS 0 100.0% 0.0% 1030% 7003-2007 Ann. Gr Q 1%/yr (romp) =._._ 1_1269 Volume is from the year 2002 FOOT LOS tables Note. Seasanaty Adjusted Base Erom Table 4 LOS A & B rot possible under assumpGans - other sic cutoffs use FOOT LOS table ratios PROJECT VOLUME ASSIGNED ( Trana! ISooting volume adjusted to peak season Corridor 1 Direction Proi P9,1tp Tripsrerson Trps N. Miami Avenue 1 Inbound (NB) 110....__�0 I Villa Patricia Transport Analysis Professionals, Inc. JN 5720 • • TRANSPORTATION CONTROL MEASURES PLAN The City of Miami requires that developments requiring a MUSP process explain how the developer plans to reduce the proposed site's traffic impact on adjacent roadways and nearby intersections. The developer intends to include a bicycle storage area, which may reduce vehicular (automobiles) use of the site by residents. Other traffic reduction measures will reduce primary trip making, too. Some suggested measures are listed, but no limited to, as follows: - Encourage shared ridership (van pooling). Post mass transit schedules in public areas. CONCLUSION All roadways and intersections studied will operate within acceptable level of service conditions with site traffic in build -out year 2007. NE 2nd 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. 17 • APPENDICES 0 • • • • APPENDIX A TRAFFIC STUDY METHODOLOGY • • • Villa Patricia We are proposing on a traffic study and request your input as to the methodology and scope. The location is in the southeast corner of NE 2nd Avenue and NE 79t°' 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 2r'd Avenue & NE 79th Street (signalized) • NE 2r'd Avenue & 78th Street (unsignalized) • NE 3rd Court & NE 79th Street (unsignalized) • NE 3rd Court & NE 78`h Street (unsignalized) • Site driveway(s) connecting to any public road The two arterials are as follows: • NE/NW 79`''!82'd Street (SR 934) (one-way pair) • N. Miami Avenue Study Area: • North: Little River • South: NE 715` Street • East: Biscayne Boulevard • West: N. Miami Avenue Other Considerations: • We plan to use the 7``' 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 will provide TCM recommendations. • We will perform a queuing analysis, if the development is planning a gated entry. • APPF,NDIX B TRAFFIC VOLUME DATA GEOMETRY • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 5720-NE2@79PM Site Code : 30775720 Start Date : 03/31/2005 Page No : 2 NE 2nd Avenue NE 79th Street Southbound Westbound NE 2nd Avenue NE 79th Street Northbound Eastbound RTO Thru RTO kght A j Left Thru � R i Totai R Start Time Left l i Peak Hour From 15:00 to 17,45 • Peak I of I lntersectio 17:00 Volume 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 Peak Factor Right Top. tal Left Thru RTO R Right App. Total 1 334 43 58 436 44 714 2 39 799 0.2 76.6 9.9 13.3 5.5 89.4 0.3 4.9 1 334 43 58 436 44 714 2 39 799 1 90 12 14 1171 8 163 1 8 180 17:30 2 8 143 1 90 12 14 117 0.858 0.932 :15 9 205 0 6 220 0.908 Left Thru RTO R App, Int. Right t Total Total 123 132 17 26 1490 8.3 88.9 1.1 1.7 123 334 17 26 1490 27 358 5 5 395 17:30 27 358 5 5 395 8' m co m NE 2nd Avenue Out In North etal Z/31 /2005 5:00:00 13112005 5:45:00 PM All Vehicles 4-1 Left 441 Thru Right 714r 411 416= ? 12151 ut In Total NE 2nd Avenue • 0.943 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 File Name ; 5720-NE2 c(79PM Site Code : 30775720 Start Date : 03'3112005 Page No : 3 • • Counter: 3077 / 3076 Counted By: PCC 1 DAB Weather: Clear ►etiter: No Left Turn WB TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0 777 Office (305) 385 9997 File Name : 5720-NE2@79PM Site Code : 30775 720 Start Date : 03/31/2005 Page No : 1 NE 2nd Avenue South bound NE 79th Street Westbound NE 2nd Avenue Northbound NE 79th Street Eastbound Stare Time ! Left I I RTO Thru ! R Right App. Total Left Thru RTO R Right App. Toal Left Thru RTO f R Right App. TotalRTO Left Thru Rih gc pp Taal Total Factor 1 1.0 1 1.0 I 1.0 L 1.6 1.0 1.0 1,0 1 6 1.0 1,C 1.0 1.0 1.0 1.0 1.0 1.0 16:00 16:15 16:30 16:45 22 13 14 21 106 92 101 94 2 7 0 11 0 7 1 14 137 116 122 130 1 0 0 0 90 89 90 98 8 12 7 14 12 32 18 13 111 133 115 125 11 12 22 11 181 164 155 172 0 0 3 0 5 9 8 8 197 185 188 191 26 38 31 25 287 306 266 311 10 9 5 8 10 13 13 11 333 366 315 355 778 800 740 801 Total 70 393 3 39 505 1 367 41 75 484 56 672 3 30 761 120 11a 32 47 1369 3119 17:00 17:15 17:30 17:45 23 85 26 75 33 95 16 117 1 5 114 0 3 104 0 2 130 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 0 0 89 71 90 84 9 16 8 16 12 14 14 12 114 95 117 110 1 334 43 58 436 2 701 84 133 920 0.2 76.2 9.1 14.5 0.0 11.1 1.3 2.1 14.5 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 00 138 5 69 1560 6.4 88.8 0 3 4.4 1.6 21.9 0.1 1.1 24,6 33 30 27 33 123 312 330 358 324 132 4 3 2 5 7 5 9 5 7 353 371 395 371 17 26 1490 243 244 49 73 2859 8.5 87.2 1.7 2.6 3.8 39.4 0.8 1.2 45.1 Taff N 111 3 LO N �1 h � E w NE 2nd Avenue otalt 848! [ 19961 T 28421 631 7651 1681 RIM Thru Left l North /31/2005 4;00:00 PM 1 r3112005 5:45:00 PM All Vehicles fi Left T lhru Ri 386 74 r 8891 1560 124491 Out In Total NE 2nd Avenue Rim 4---g, C m a N 0 Z m O1 OS sfl 796 790 822 808 3216 6335 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@78PM Site Code : 57203076 Start Date : 04/04t2005 Page No : 2 NE 2nd Avenue ! NE 78th Street Southbound Westbound Start Time Left Thru j RTO R Peak Hour From 15:[30 to 17:45 • Peak 1 of 1 lntersectio 16:00 Volume 23 417 0 18 458 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 0.902 Factor Right App. Total Th RTOA Right 6 14 8 9 16.2 37.8 21.6 24.3 6 14 8 9 3 2 1 3 16:30 2 App. Total 37 37 9 2 5 14 0.661 NE 2nd Avenue Northbound Left Thru RTO I i Right NE 78th Street Eastbound App. Total 68 884 3 62 1017 6.7 86.9 0.3 6.1 68 884 3 62 1017 19 235 0 14 268 16:00 19 235 14 268 0.949 Left Thru RTO R Right App. Tavel 7 8 9 8 21.9 25.0 28.1 25,0 7 8 9 8 2 2 2 2 32 32 8 16:15 3 2 4 2 11 0.727 1- r NE 2nd Avenue GutIn Total 30al 458 1 13681 111111111•3151® Right Thru Left 1 North 4/20054:00:00 PM 14/2005 4:45:00 PM All Vehicles 47 1 Left Thru Right 551 8841 653 1 1 1 10171 1 1457i Out In Total NE 2nd Avenue I 4401 tat. '1 Total 1544 1544 395 0.977 • • • TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Nance : 5720-NE2@78FM Site Code 57203076 Start Date : 04/04/2005 Page No : 2 Counter: 3076 / 3077 Counted By: DAB / PCC Weather: Clear C7ther: TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 rinted- All Vehicles File Name : 5720-NE2@78PM Site Code : 57203076 Start Date : 04/04/2005 Page No : 1 NE 2nd Avenue Southbound NE 78th Street Westbound NE 2nd Avenue Northbound NE 78th Street Eastbound Start Tine Left Thru RTO R Right App.Left Total Thru RTO R Right App. Total Left Thru RTO R Right App. Total Left Thru R RTO Right App. Total Int Totel Factor 1.0 1.0 1,0 j 1,0 1.0_ t.0 1,0 I 1.0 1.0 I.0 J.. 1.0 1,0 1 1.0 '_. 1.9 1,0 1.0 16:00 9 98 0 3 110 3 2 1 3 9 19 235 0 14 268 2 2 2 2 8 395 16:15 1 119 0 5 125 1 5 1 1 8 €4 210 2 20 246 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 6 192 5 0 3 1 9 344 17:15 4 130 I 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 rr,rat la 46 1 1 13 489 17 19 10 16 62 63 756 0 66 885 I 11 3 16 6 36 1472 Grand 37 878 1 31 947 Total Appreh % 3.9 92.7 0.1 3.3 Total % 1.2 29.1 0.0 1.0 31.4 23 33 18 25 99 23.2 33.3 18.2 25.3 0.8 1.1 0.6 0.8 3.3 131 164 3 128 1902 6.9 86.2 0.2 6,7 4.3 54.4 0.1 4.2 63.1 18 11 25 14 68 26 5 16.2 36.8 20.6 0.6 0.4 0.8 0.5 2.3 r Ito 4 N jM LiCC • NE 2nd Avenue Out In Total North /4/2005 4:00:00 PM I 14/2005 5:45:00 PM All Vehicles Left Thu Right 1311 16401 1311 19021 L 28421 Out 4n Tote/ NE 2nd Avenue 1 940 3016 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW I37th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 5720-ne3ct c'�r 79p€n Site Code : 57203076 Start Date : 04/06/2005 Page No : 2 S:art Time NE 3rd Court Southbound T Leff Thru Right Peak Hour From 16:00 to 17:45 - Peak t of ; intersectio 16:45 n • Pads APP•Total Volume 0 0 0 0 0 Percent 0.0 0.0 0.0 0.0 Volume 0 0 0 0 0 Volume 0 0 0 0 0 Peak Factor High Int. 3:45:00 PM Volume 0 0 0 0 0 Peak Factor Leff NE 79th Street Westbound Thru Right Peds App, Total 51 516 0 0 567 9.0 91.0 0.0 0.0 51 516 0 0 567 12 171 0 0 183 17:30 12 171 0 0 183 0.775 Led NE 3rd Court Northbound Thru Right Peels App. Teat 16 0 174 0 190 8.4 0.0 91.6 0.0 16 0 174 0 190 4 0 46 0 50 17:00 2 0 52 0 54 0.880 NE 79th Street Eastbound Lel Thru Rlgh: Pods 0 135 21 0 0.0 98.5 1.5 0.0 135 0 21 0 0 421 4 0 App. int. Total , Tolsl I 1 1371I 2128 1371 2128 425 658 0.809 17:30 0 421 4 0 425 P 7 rn Norh /5/20054:45:00 PM 15I2005 5:30:00 PM All Vehicles I 1--) Left Right Peds L 16j 1741 01 1 1 L 721 1 190J I 2521 Out In Tetal Ne 3rd Court 0.806 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 5720-ne3 ct(79pm Site Code : 572030'76 Start Date : 04/06/2005 Page No : 2 Counter: 3076 Counted By: DAB Weather: Clear I3ther: 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 File Name : 5 720-ne3ct@.79pm Site Code : 57203076 Start Date : 04/06/2005 Page No : 1 NE 3rd Court Southbound NE 79th Street Westbound NE 3rd Court Northbound NE 79th Street Eastbound Start Time Left Thru Right Peds App Total to Left Thru Right j Peds Alp' Total Left Thru 1 Right Feds seal Total Left Thru Right Perth App.Cnz. Total Total Factor 1.0 i 1.0 ;_0 1 1.0 1.0 1,0 1.0 j{ 1.0 1_0 1.0 j 1.0 1.0 i.0 .0 1.0 1.0 16:00 0 0 0 0 0 15 121 0 0 136 2 0 2i 0 23 0 295 5 0 300 459 16:15 0 0 0 0 0 11 132 0 0 143 3 0 18 0 21 0 302 3 0 305 469 I6:30 0 0 0 0 0 13 153 0 0 166 6 0 31 0 37 0 285 8 0 293 496 16:45 0 0 0 0 0 12 130 0 0 142 5 0 47 0 52 0 307 6 0 313 507 Total 0 0 0 0 0 51 536 0 0 587 16 0 117 0 133 0 llg 22 0 1211 1931 17:00 0 17:15 0 17:30 0 17:45 0 0 0 0 15 0 0 0 12 0 0 0 12 0 0 0 7 Total 0 0 0 0 0 46 Grand Total Apprch % Total % • 118 0 0 133 97 0 0 109 171 0 0 183 117 0 0 124 2 0 52 0 54 5 0 29 0 34 4 0 46 0 50 5 0 33 0 38 503 0 0 549 16 0 160 0 176 0 0 0 0 0 97 ]Og 0 0 1136 0.0 0.0 0.0 0.0 I 8.5 91.5 0,0 0.0 0.0 0.0 0.0 0.0 0.0 2.4 25.7 0.0 0.0 28.1 32 0 277 0 309 10.4 0.0 89.6 0.0 0.8 0.0 6.9 0.0 7.7 0 320 4 0 324 511 0 302 7 0 309 452 0 421 4 0 425 658 0 322 3 0 325 487 0 t35 18 0 1383 2108 0 25540 0 2594 0.0 98,5 1.5 0.0 0.0 63.2 1.0 0.0 64.2 North 4/5/2005 4:00:00 PM 0/612005 5:45:00 PM IAEI Vehicles 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-NE3Ctr@78PM Site Code : 57203076 Start Date : 04/05/2005 Page No : 2 NE 3rd Court Southbound Start Tare I Left I R Peak Hour From 16.00 to 17:45 - Peak ] of 1 lntersectic n Volume Percent Volume Volume Peak Factor I-ligh Int. Volume Peak Factor • Thru ight Pees App, Total NE 78 Street / No Outlet Westbound i Left [ Thru i Right Peds App. Total Left NE 3rd Court ( NE 78th Street Northbound Eastbound Thru Right I Peds App. Total Left Thru j Right Peds App. tnt. € Total ° Total 16:45 1 67 20 0 88 1.1 76.1 22.7 0.0 1 67 20 0 88 0 16 4 0 20 17:00 1 19 7 0 27 0.815 0 1 1 0 2 0.0 50.0 50.0 0.0 0 1 1 0 2 0 0 1 0 1 16:45 0 0 1 0 0.500 20 218 2 0 240 8.3 90.8 0.8 0.0 20 218 2 0 240 4 61 1 0 66 17:15 6 64 0 0 70 0.857 98 0 28 0 126 456 77.8 0.0 22.2 0.0 98 0 28 0 126 456 33 0 12 0 45 132 0.864 16:45 33 0 12 0 45 0 NE 3rd Court Out In Total 3171 88' 405{ t Thru Left Peds l 4 T North t/5/2005 4145:00 PM 47512005 5:30:00 PM All Vehicles r+ Left Thru Ri ht Peds 335i Out In Total Ne 3rd Court 951 0.700 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 • • • File Name : untitledl Site Code : 57203076 Start Date : 04/05/2005 Page No : 2 Counter: 3076 Counted By: DAB Bather: Clear her: East Leg Dead Ends 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 File Name : 5720-NE3Ct@78PM Site Code : 57203076 Start Date : 04/05/2005 Page No : 1 NE 3rd Court Southhound NE 78 Street] No Outlet Westbound NE 3rd Court Northbound NE 78th Street Eastbound Start Time ' Left Thru Right Peels i Tote! Left Thru i Right E Peels APP' Total Left I Thru Right Peels APp' Total Left Thru ; Right Peels ApP. Total int. Total Factor i I 1.0 1,0 1.0 1 F.0 1.0 1 1.0 I r I.0 1,0 1.0 L. 1.0 l.0 1.0 1.0 I.0 16:00 2 10 6 0 18 0 0 0 0 0 1 31 0 0 32 30 1 7 0 38 88 16:15 1 12 6 0 19 E 1 0 0 0 1 4 30 0 0 34 16 0 0 0 16 70 16:30 0 19 5 0 24 0 2 0 0 2 3 38 0 0 41 11 0 3 0 14 81 16:45 0 16 4 0 20 , 0 0 1 0 1 4 61 1 0 66 33 0 12 0 45 132 Total 3 57 21 0 81 1 2 1 0 4 12 160 1 0 173 90 1 22 0 113 371 17:00 1 19 7 0 27 17:15 0 19 5 0 24 17:30 0 13 4 0 17 17:45 1 18 5 0 24 Total 2 69 21 0 92 Grand Total Apprch % Total % • • 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 4 41 1 0 46 26 0 8 0 34 6 64 0 0 70 21 0 6 0 27 6 52 0 0 58 18 0 2 0 20 6 55 0 0 61 19 0 5 0 24 22 212 1 0 235 84 0 21 0 105 5 126 42 0 173 1 3 1 0 5 34 372 2 0 408 2.9 72.8 24.3 0.0 ' 20.0 60.0 20.0 0.0 0.6 15.7 5.2 0.0 21.5 1 0.1 0.4 0.1 0.0 0.6 8.3 91.2 0.5 0.0 4.2 46.3 0.2 0.0 50.7 174 1 43 0 218 79.8 0.5 19.7 0.0 21.6 0.1 5.3 0.0 27.1 Ttt 0 N-I et NE 3rd Court Out In Total 1 1731 1 720j I 1 1 421 1261 5r 01 Ri?ht Thru Left Peels 5471 North F115/2005 4:00:00 PNI V1/5/2005 5:45:03 PM All Vehicles Left Thru Right Peds [ 341 3721 21 01 i 1 4061 Out In Total NE 3rd Court 1701 5761 0 cC y a'eh a 0 Ln rn CO f L 0 0 0 107 121 96 109 433 804 04/08/05 16:14:53 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 : N Miami Avenue S/0 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-SE 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 .M2 167 130 109 120 526 149 124 123 134 530 1056 1 117 144 138 144 543 107 111 112 118 448 991 2 156 142 138 165 601 99 143 132 132 506 1107 3 138 179 175 193 685 136 118 104 140 498 1183 4 208 234 195 205 842 138 114 106 115 473 1315 5 216 166 233 178 793 141 105 119 135 500 1293 6 210 190 162 155 717 109 116 125 105 455 1172 7 165 123 149 131 568 113 113 98 107 431 999 8 138 90 97 84 409 107 72 86 70 335 744 9 109 91 130 72 402 58 53 53 61 225 627 10 55 58 52 59 224 54 33 48 33 168 392 11 42 42 44 27 155 24 29 35 23 111 266 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 • 04/08/05 16:14:53 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 : N Miami Avenue S/O Info 2 : NW 79th Street Page: 2 Date : Apr 7, 2005 Thu Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NE Hour 2-SS 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 M 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 50% 8824 17701 AVERAGE 92.5 period 369.9 91.9 period 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 Lane 1 : 845 Lane 2 : 483 Combined: 1328 Directional Split : 64% 36% 4111Peak Hour Factor 0.960 0.901 0.985 Peak / Day Total 0.095 0.055 0.075 04/08/05 16:14:53 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 : N Miami Avenue S/O 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-NE Hour 2-SE 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 IV 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 16:14:53 Ilk ************ 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) Site ID : 5720-NB&SB Info 1 : N Miami Avenue S/O Info 2 : NW 79th Street Page: 4 ************** Start Date : Apr 6, 2005 Wed End Date : Apr 8, 2005 Fri Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-NB Hour 2-SE 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 64 115 187 243 609 846 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 ir330 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 50% 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 *** 3:45pm to 4:45pm *** Volume Lane 1 : 1675 Lane 2 : 981 Combined: 2656 Directional Split : 63% 37% 41Iteak Hour Factor 0.922 0.895 0.984 eak / Day Total 0.095 0.055 0.075 04/08/05 16:14:53 e************ TRANSPORT ANALYSIS PROFESSIONALS, Inc. 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: 5 ************** Start Date : Apr 6, 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 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 41M 2 165 135 134 126 560 151 126 117 124 518 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 o 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 0.896 0.983 Peak / Day Total 0.095 0.055 0.075 04/13/05 15:58:04 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami Florida 33183 305-385-0777 Site ID : 5720-WE1 Info 1 : NW 79th Street E/O Into 2 : N Miami Avenue Page: Single Channel 15 Minute *** Date : Apr 11, 2005 Mon Factor : 1.00 Lane 1-Normal, Axle, /2 Hour 1-WE Hour Starts 0 15 30 45 Total AM 12 1 2 3 4 5 6 O 7 8 9 10 11 411G133 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 8 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 *** 1:30pm to 2:30pm Volume Lane 1 : 528 Peak Hour Factor 0.943 Peak / Day Total 0.112 • * * * 04/13/05 15:58:04 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Site ID : 5720-WB1 Info 1 : NW 79th Street E/O Info 2 : N Miami Avenue Page: 2 Single Channel 15 Minute *** Date : Apr 12, 2005 Tue Factor : 1.00 Lane 1-Normal, Axle, /2 Hour 1-WB 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 12:00pm *** 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 15:58:04 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 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: 3 Date : Apr 13, 2005 Wed Factor : 1.00 Hour 1-WB 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 M 2 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 4111, *********** 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 M 2 257 234 243 250 984 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 6 228 216 202 155 801 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 *** 11:00am 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 15:58:04 ilk *********** TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Single Channel 15 Minute Final Report (page 2 of 2) Site ID : 5720-WB1 Info 1 : NW 79th Street E/O Info 2 : N Miami Avenue Page: 5 ************* Start Date : Apr 11, 2005 Mon End Date : Apr 13, 2005 Wed Adj . Factor: 1.00 ALL DAYS AVERAGED Hour 1-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 11 122 134 128 143 526 410/PM 2 129 117 122 125 492 1 136 122 113 126 497 2 128 136 128 124 516 3 124 116 124 121 484 A 4 126 124 120 116 4850.;. ) 5 120 129 107 109 464.) 0 114 108 101 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 • *** * * * 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 *** Site ID : 5720-ES 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-EH Hour Starts 0 15 30 45 Total AM 12 1 2 3 4 5 6 7 8 9 10 11 4101-12 344 338 339 332 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 • * * * 04/13/05 15:58:04 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Single Channel 15 Minute Site ID : 5720-EB Info 1 : NW 79th Street E/O Info 2 : N Miami Avenue Lane 1-Normal, Axle, /2 *** Page: 2 Date : Apr 12, 2005 Tue Factor : 1.00 Hour 1-EE Hour Starts 0 15 30 45 Total 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 41IPM 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 • *** 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 Site ID : 5720-EB Info 1 : NW 79th Street E/O Info 2 : N Miami Avenue Lane 1-Normal, Axle, /2 * * * Page: 3 Date : Apr 13, 2005 Wed Factor : 1.00 Hour 1-EB 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 2 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 0************ 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-EB 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-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 4IkM 2 705 587 674 658 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 *** 5:45prn to 6:45pm Volume Lane 1 : 2688 Peak Hour Factor 0.968 iloPeak / Day Total 0.059 * * * *** 04/13/05 15:58:04 41, *********** TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Single Channel 15 Minute Final Report (page 2 of 2) Site ID : 5720-EB Info 1 : NW 79th Street E/O Info 2 : N Miami Avenue Page: 5 ************* Start Date : Apr 11, 2005 Mon End Date ; Apr 13, 2005 Wed Adj . 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 41107 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 11 155 151 151 135 592 001, V,27 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 15:57:34 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Single Channel 15 Minute *** Site ID : 5720-W22 Info 1 : NW 82nd Street E/0 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 4.1\1 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 • * * * 04/13/05 15:57:34 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Single Channel 15 Minute Site ID : 5720-WB2 Info 1 : NW 82nd Street E/O Info 2 : N Miami Avenue Lane 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 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. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Single Channel 15 Minute Site ID : 5720-WB2 Info 1 : NW 82nd Street E/O Info 2 : N Miami Avenue Lane 1-Normal, Axle, /2 ** * Page: 3 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 1 237 201 238 232 908 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 • 04/13/05 15:57:34 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-WB2 Info 1 : NW 82nd Street E/0 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 12 163 116 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 6 201 232 415 391 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 3 492 553 665 596 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 15:57:34 •************ TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Single Channel 15 Minute Final Report (page 2 Site ID : 5720-WB2 Info 1 : NW 82nd Street E/O Info 2 : N Miami Avenue Page: 5 of 2) ************* Start Date : Apr 11, 2005 Mon End Date : Apr 13, 2005 Wed Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-WB Hour Starts 0 15 30 45 Total 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 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 TIMING DATA SHORT REPORT General information Site Information Analyst RPE/TAP Agency or Co. Date Performed 5/5/2005 Time Period PM Peak NE 2nd Avenue & NE 79th Intersection Street Area Type All other areas Jurisdiction Analysis Year 2005 Peak Season Volume and Timing Input EB WB NB SB LT TH RT LT ` TH RT LT TH RT LT TH RT ' Num, of Lanes 1 , 2 1 0 1 1 1 1 0 1 1 0 Lane group L T R T R L TR L TR Volume (vph) 1124 - 43 337 102 44 , 721 41 99 376 21 % Heavy veh :1337 0 2 0 2 0 0 0 0 0 0 0 P H F 0.94 0.94 0.94 0.93 0.93 0.91 0.91 0.91 0.86 0.86 0.86 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 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 Parkinglhr Bus stops/hr 0 0 0 0 0 0 _ 0 W 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 Timing _ 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 Capacitxr, Control Delay, and LOS Determination EB 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 vlc 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 W 0.29 0.29 0.29 0.54 0.54 0.54 0.54 Unit delay di 23.6 _37.5 27.3 33.3 27.9 11.7 19.7 22.3 _0.45 14.5 Delay factor k 0.11 0.50 0.50 0.50 0.50 0.11 .. 0.36 :61.2 0.11 Increm, delay d2 1.6 185.9 0.3 6.9 0.6 0.1 5.3 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 83.5 14.8 Lane group LOS C F C D C 8 C F 8 Apprch. delay 203.5 38.4 24.3 28.6 Approach LOS F D C C Intersec. delay 108.4 Intersection LOS F HCS2000TM • Copyright C 2000 Universiry of Florida, All Rights Reserved Version 4.1 e Short Report Page 1 of 1 SHORT REPORT 'General Information Site Information Analyst RPB/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 Without Site Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH ` RT LT TH i 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 1509 46 380 109 44 728 41 v 100 380 21 % Heavy veh 0 2 0 2 0 0 0 .. �0, 0 0 0 0 PHF 0.94 0.94 0.94 0.93 0.93 0.91 91 0.91 0.86 0,86 W 0. 86 Actuated (PIA) 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 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 NNONNO N N 0 N 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 Perrn 03 04 �G= NS Perm �G= 06 07 �G= 08 Timing G= 7.0 G= 30.0 G= G= 57.0 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 Delay, and LOS Determination EB WB NB SB Adj. flow rate 140 1600 31 '-408 71 48 845 117 464 Lane group cap. 224 1013 461 532 461 398 1023 117 1024 vtc ratio 0.63 1.58 0.07 `0.29 0.77 `0.29 0.15 0.12 0,83 1.00 0.45 Green ratio 0.38 0.29 0.29 0.54 0.54 0.54 0.54 Unit delay d1 24,5 37.5 l27.3 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 5.4 265.5 0.3 10.2 0.7 0.1 5.7 83.2 0.3 PF factor 1.000 1.000 1.000 1,000 1.000 1.000 1.000 � 1.000 1.000 Control delay 29.9 303,0 27.6 . 44.5 } 28.7 11.9 25.6 107.2 14.9 Lane group LOS C F C D C B C F B Apprch. delay 276.6 42.1 24.8 33.5 Approach LOS F D C W C Intersec. delay 148.1 Intersection LOS F HCS2000TM Copyright 0 2000 University of Florida, All Rights Reserved Version 4. le file://C:\Documents and Settings\RPE\Local Settings\Temp\s2kCF.tmp 5/5/2005 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPE/TAP or Co, Date Performed 5/5/2005 Time Period PM Peak Intersection NE 2nd Avenue & NE 79th StreetAgency Area Type All other areas Jurisdiction Analysis Year 2007 With Site Volume and Timing Input EB WB NB SB LT TI-1 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 7 R T R- L TR L TR (vph) ♦ 132 1528 46 380 109 44 728 41 100 380 21 _Volume Heavy veh 0_ 2 0 2 0 0 0 0 0 0 0 PHF 0.94 0.94 0.94 0.93 0.93 0.91 0.91 0.91 0.86 0,86 0.86 Actuated (PIA) A P P P P AA 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 r Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 -12.0 17 0 _ 43 0 �♦ 2 w 0 �12,0 r 3 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 _ Parking/Grade/Parking N _12.0 0 V N N 0 N,' N 0 N_ N 0- N Parkinglhr 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 Timing G= 7.0 G= 30.0 G= G= G= 57.0 G= G= G= Y= 3 Y= 4 Y= _Y= Y= 4 Y= Y= Duration of Analysis (hrs = 0.25 Cycle Length C = 105.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 140 1620 31 w 408 71 48 845 117 464 Lane group cap. 224 1013 461 532 461 398 1023 117 1024 v/c 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 Unit 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 W83.2 0.50 0.11 Increm. delay d2 5.4 274.3 0.3 10.2 0.7 0.1 5.7 0.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 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 A Apprch. delay 284.8 42.1 24,8 33.5 Approach LOS F 0 C C lntersec. delay 152.8 Intersection LOS F HCS2000TM Copyright 0 2000 University of Florida, Ali Rights Reserved Version 4..e file://C:\Documents and Settings\RPElLocal Settings\Templs2kE4.tmp 5/5/2005 Short Report Page 1 of 1 SHORT REPORT General 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 & New Timing Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT 1 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 46 380 109 44 728 41 100 380 21 % Heavy veh 0 _1528 2 _ , 0 2 0 0 0 0 0 0 0 P H F 0.94 0.94 0.94 0.93 0.93 0.91 0.91 0.91 0.86 0,86 0.86 ,Actuated (P/A) A P ' P P P A A A A A A A Startup lost time 2.0 2.0 ,2.0 2.0 2.0 2.0 2.0 2.0 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 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 NONNONNONNON Parkinglhr Bus stops/hr 0 0 - 0 r 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 FEW Perm 03 04 NS Perm 08 07 08 Timing G= 7.0 G= 50.9 G= G= G= 51.1 G= G= G= Y= 3 Y= 4 Y= i Y = Y= 4 _Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 120.0 Lane Grou_p Capacity, Control Delay, and LOS Determination EB WB NB _ SB Adj. flow rate 140 1620 ' 31 408 71 48 845 117 464 Lane group cap. 383 1505 685 790 685 245 803 63 804 v/c ratio 0.37 1.08 0.05 0.52 0.10 0.20 ^ 1.05 1.86 0.58 Green ratio 0.51 0.42 0.42 0.42 0.42 0.43 0.43 0.43 0.43 U n if. 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 lncrem. 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 HCS26OOTM Copyright • 2000 In versity of Florida, All Rights Reserved Version 4,1e file:l/C:\Documents and Settings\RPE\Local Settings\Temp\s2kE4.tmp 5/5/2005 • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPE/TAP Intersection NE 3 Court & NE 79 Street Agency/Co. Jurisdiction Date Performed 5/6/2005 Analysis Year -2005 Peak Season Analysis Time Period PM Peak 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 ehiole Volumes and Adjustments Mjor Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R , olume (veh/h) 0 955 21 52 521 0 Peak -hour factor, PHF 1.00 0.81 0.81 0.77 0.77 1.00 Hourly Flow Rate (veh/h) 0 w 1184 26 67 672 0 Proportion of heavy vehicles, Pov 0 -- -- 0 - _ Median type Undivided RT Channelized? 0 0 Lanes 0 2 0 0 1 0 Configuration T TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 "I 8 9 w 10 11 12 L T R L T R olume (veh/h) 16 0 176 0 0 0 Peak -hour factor, PHF 0.88 1.00 0.88 1.00 1.00 1.00 Hourly Flow Rate (veh/h) 18 0 200 0 0 0 Proportion of heavy vehicles, PHv 0 0 0 - 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Conf guration LR Control Delay, Queue Length, Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR olume, v (vph) _ 67 218 Capacity, cm (vph) 714 _ 446 v/c ratio 0.09 0.49 Queue length (95%) 0.31 2.63 Control Delay (s/veh) 10.6 20.5 LOS 8 C W • pproach delay (slveh) -- -- 20.5 • pproach LOS -- -- C HCS2O OTM1 Copyright 0 2003 University of Florida, All Rights Reserved Version 4.1d • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPE/i"AP Intersection NE 3 Court & NE 79 Street Jurisdiction Agency/Co. Analysis Year 2007 Without Site Date Performed 5/6/2005 Analysis Time Period PM Peak Project Description Vitla Patricia East/West Street: NE 79th Street orth/South Street: NE 3rd Court Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R plume (veh/h) 0 1078 22 55 588 0 Peak -hour factor, PHF 1.00 0.81 0.81 0.77 0.77 1.00 Hourly Flow Rate (veh/h) 0 1337 27 70 758 0 Proportion of heavy vehicles, PHv 0 ---- 0 -- -- Median type Undivided RT Channelized? 0 0 Lanes 0 2 0 0 1 0 Configuration T TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume (veh/h) 16 0 178 0 0 0 Peak -hour factor, PHF 0.88 1.00 0.88 1.00 1.00 1.00 Hourly Flow Rate (veh/h) 18 0 202 _ 0 0 0 Proportion of heavy ehicies, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? v 0 _ 0 Lanes 0 0 0 0 0 W 0 Configuration LR Control Delay, Queue Length, Level of Service F pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration _ LT LR plume, v (vph) 70 220 _ Capacity, c (vph) 640 385 /c ratio 0.11 0.57 Queue length (95%) 0.37 3.43 Control Delay (s/veh) 11.3 26.1 r LOS B 0 • pproach delay (s/veh) -- -- 26.1 • pproach LOS -- -- D fICs2000TM Copyright 0 2003 University of Florida, An Rights Reserved Version 4.Id • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPEJTAP Intersection !NE 3 Court & NE 79 Street Agency/Co. Jurisdiction Date Performed 5/6/2005 Analysis Year 2007 With Site Analysis Time Period PM Peak 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 Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (vehlh) 0 1078 22 55 589 0 Peak -hour factor, PHF 1.00 0.81 0.81 0.77 0.77 1,00 Hourly Flow Rate (veh/h) 0 1337 27 70 760 0 Proportion of heavy P vehicles,0 Hv -- t __ 0 -- -- Median type Undivided RT Channelized? 0 0 Lanes 0 2 0 0 1 W 0 Configuration T TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R plume (vehih) 16 0 178 0 0• 0 Peak -hour factor, PHF 0.88 1.00 0.88 1.00 1.00 1.00 Hourly Flow Rate (vehlh) 18 0 202 0 0 0 Proportion of heavy ehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N _ N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR W _ Control Delay, Queue Length, Level of Service k pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR oiume, v (vph) 70 220 • Capacity, cm (vph) 640 383 v is ratio 0.11 0,57 Queue length (95%) 0.37 3.46 Control Delay (slveh) 11,3 26.3 LOS S D pproach delay (slveh) __ ._ 26.3 t pproach LOS -- -- D HCS2000TM Copyright C 2003 University of Florida, All Rights Reserved Version 4. I d • TWO-WAY STOP CONTROL SUMMARY General Information Site information k nalyst RPE/TAPintersection gency/Co. Bate Performed 5/6/2005 ' nalysis Time Period PM Peak NE 2 Avenue & NE 78 Street Jurisdiction Analysis Year 2005 Peak Season Project Description Villa Patricia East/West Street: NE 78th Street North/South Street: NE 2nd Avenue intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 69 893 66 23 421 18 Peak -Hour Factor, PHF 0,95 0.95 0.95 0.90 0.90 0.90 Hourly Flow Rate, HFR 72 940 _ 69 25 466 19 Percent Heavy Vehicles 0 -- -- 0 -- -- ,, Median Type Undivided RT Channelized 0 0 Lanes 1 1 1 1 1 0 Configuration L T R L TR Upstream Signal _ 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 6 14 17 7 8 17 Peak -Hour Factor, PHF 0.66 0,66 0.66 0.73 0.73 0.73 Hourly Flow Rate, HFR 9 21 25 9 11 23 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service 'pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR , LTR v (vph) 72 25 55 43 C (m) (vph) 1180 _ 822 w 224 236 tc 0.06 0.03 0.25 0.18 95% queue length 0.19 0.09 0.93 0.65 Control Delay _ 8.2 9.5 26.2 23.6 LOS A A D C - ' pproach Delay -- — 26.2 23.6 • pproach LOS _ -- -- 0 C Rights Reserved HC.S2000TM Version 4.1d Copyright d"r 2003 University of Florida, All Rights Reserved Version 4.Id • TWO-WAY STOP CONTROL SUMMARY General Information Site information nalyst RPE/TAP • gency/Co. Date Performed 5/6/2005 • naysis Time Period PM Peak Intersection NE 2 Avenue & NE 78Street Jurisdiction Analysis Year 2007 Without Site Project Description Villa Patricia East/West Street: NE 78th Street North/South Street: NE 2nd Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 A 4 5 6 L T R L T R alume 70 902 67 23 425 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 Danes 1 1 1 1 1 0 Configuration L T R L TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 ` 12 L T _ R L T R olume 6 16 18 7 9 18 Peak -Hour Factor, PHF 0.66 0.66 0.66 0,73 0.73 0.73 Hourly Flow Rate, HFR 9 24 27 9 W 12 24 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 _ RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service • pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L _ L LTR LTR (vph) 73 25 60 45 C (m) (vph) 1176 816 220 231 lc 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 A A �. D C • pproach Delay -- -- 27.4 24.3 • pproach LOS -- -- D - C Rights Reserved WCS2O00TM Version 4.1d Copyright C 2003 University of Florida, All Rights Reserved Version 4.1d • TWO-WAY STOP CONTROL, SUMMARY General Information Site information Analyst RPE/TAP Agency/Co. ?ate Performed 5/6/2005 Analysis Time Period PM Peak Intersection NE 2 Avenue & NE 78 Street Jurisdiction Analysis Year 2007 With Site Project Description Villa Patricia 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 Northbound Southbound Movement 1 2 3 4 5 6 L T r R L T R Volume 70 902 67 23 425 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 1 0 Configuration L T R L TR stream Signal 0 _ 0 Minor Street Westbound Eastbound Movement 7 _ 8 9 10 11 12 L T R L T R olume 6 16 18 7 16 18 Peak -Hour Factor, PHF 0.66 0.66 0.66 0.73 0,73 0.73 Hourly Flow Rate, HFR 9 24 27 9 22 24 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage r 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v (vph) 73 25 60 55 C (m) (vph) 1176 816 217 218 v/c _ 0.06 0.03 0.28 0.25 95°/a queue length 0.20 0.09 1.09 0.97 Control Delay 8.3 9.6 27.8 — 27.0 LOS A A D D • pproach Delay -- -- 27.8 ` _ 27.0 pproach LOS -- __ D D Rights Reserved HCS2000TM Version 4.ld Copyright C 2003 University of Florida, All Rights Reserved Version 4.1 d TWO-WAY STOP CONTROL SUMMARY • General Information nalyst RPEJTAP gencylCo. Date Performed 5/6/2005 nalysis Time Period PM Peak Project Description Vila Patricia East/West Street: NE 78th Street Intersection Orientation: North -South ehicle Volumes and Adjustments Major Street Movement 1 Northbound 2 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 4 Southbound 5 6 L T L T olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 20 0.86 23 0 1 7 220 0.86 256 1 0 Westbound 8 2 0.86 2 0 1 9 1 0.81 Undivided 1 0 1 10 68 0.81 83 0 Eastbound 11 20 0.81 24 0 0 TR 12 L L T R olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 0 0.50 0 0 1 0.50 2 0 0.50 2 0 99 0.70 141 0 0 0.70 0 0 28 0.70 40 0 Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 0 0 0 1 LTR 0 0 0 0 1 LTR 0 0 Delay, Queue Lengthtand Level pproach Movement 1 Lane Configuration NB L of Service SB Westbound 4 7 8 9 10 Eastbound 11 12 LTR LTR v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS pproach Delay pproach LOS Rights Reserved HCS2000T M Version 4.Id 23 1523 0.02 0.05 7,4 A 1 1376 0.00 0.00 7.6 A 4 722 0.01 0.02 10.0 8 10.0 181 681 0,27 1.07 12.2 12.2 8 Copyright ®2003 University of Florida, All Rights Reserved Version 4.1 d TWO-WAY STOP CONTROL SUMMARY • • General Information nalyst RPE/TAP gency/Co. Date Performed 5/6/2005 nalysis Time Period PM Peak Project Description Villa Patricia East/West Street: NE 78th Street intersection Orientation: North -South Site Information intersection Jurisdiction Analysis Year NE 3 Court & NE 78 Street 2007 Without Site North/South Street: NE 3rd Court Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement 1 Northbound 2 3 4 Southbound 5 6 T T ol u me Peak -Hour Factor, PHF Hourly Flow Rate, HFR 20 0.86 23 222 0,86 259 2 0.86 2 0.81 1 69 0.81 84 20 0.81 24 Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 0 0 LTR 7 1 0 Westbound 8 0 0 9 Undivided 0 0 LTR 10 1 0 Eastbound 11 0 0 12 L L T R olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration Delay, Queue Length, pproach Movement 0 0.50 0 0 0 0.50 2 0 0 1 l LTR and Level of Service NB 1 SS 4 1 0.50 2 0 0 0 105 0.70 150 0 0 0 0.70 0 0 0 1 LTR 30 0.70 42 0 0 0 7 Westbound 8 9 10 Eastbound 11 12 Lane Configuration v (vph) C (m) (vph) vic 95% queue length Control Delay LOS pproach Delay • pproach LOS Rights Reserved HCS2000TM Version 4.Id LTR 23 1522 0.02 0.05 7,4 A LTR 1 1374 0.00 0.00 7.6 A LTR 4 718 0.01 0.02 10.0 8 10.0 LTR 192 677 0.28 1.17 12.4 8 12.4 Copyright C 2003 University of Florida, All Rights Reserved Version 4. Id TWO -WAY STOP CONTROL SUMMARY • General Information • nalyst RPEITAP gency/Co. Date Performed 5/6/2005 • nalysis Time Period PM Peak Project Description Villa Patricia East/West Street: NE 78th Street Intersection Orientation: North -South Site Information Intersection Jurisdiction Analysis Year NE 3 Court & NE 78 Street 2007 With Site North/South Street: NE 3rd Court Study Period chrs): 0.25 ehicle Volumes and Adjustments Major Street Movement 1 Northbound 2 3 4 Southbound 5 6 L T L T olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 20 0.86 23 0 0 LTR 222 0.86 259 1 0 2 0.86 2 0 0 7 Westbound 8 9 1 0.81 Undivided 1 0 0 LTR 10 • • 69 0.81 84 1 0 Eastbound 11 20 0.81 24 0 0 12 plume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles L 0 0.50 0 0 2 0.50 4 0 • 1 0.50 2 0 L 105 0.70 150 0 T 1 0.70 1 0 R 30 0.70 42 0 Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration • 0 0 0 1 LTR 0 0 0 0 0 1 LTR 0 0 Delay, Queue Length;and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 23 1 6 193 C (m) (vph) 1522 1374 682 675 v/c 0.02 0.00 0.01 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 8 Rights Reserved HCS 000Tn4 Version 4, id Copyright 0 2003 University of Florida, All Rights Reserved Version 4, I d • TWO-WAY STOP CONTROL SUMMARY General Information TSite Information Analyst Intersection Site Drive & NE 78th Street IRPE!TAP Agency/Co. Jurisdiction Date Performed 5/10/2005 Analysis Year 2007 with site Analysis Time Period PM Peak Project Description Villa Patricia East/West Street: NE 78th Street North/South Street: Site Drive Intersection Orientation: East-West Study Period (hrs): 0.25 ehicie Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R plume (veh/h) 7 99 0 0 41 1 Peak -hour factor, PHF 0.70 0.70 1.00 1.00 0.70 0.70 Hourly Flow Rate (veh/h) 10 141 0 0 58 1 Proportion of heavy vehicles, PHV 0 - -- 0 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LT _ TR Upstream Signal _ 0 _ _ 0 Minor Street Northbound Southbound Movement 7 8 9 10 w 11 12 L T R L y T R olume (veh/h) 0 0 0 2 0 6 Peak -hour factor, PHF 1.00 1.00 1.00 0.60 1.00 0.60 Hourly Flow Rate (veh/h) 0 0 0 3 0 9 Proportion of heavy ehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? W 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Delay., Queue Length, Level of Service _ • pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR olume, v (vph) 10 12 Capacity, cm (vph) 1573 971 r Ic ratio 0.01 0.01 Queue length (95%) 0.02 0.04 Control Delay (siveh) 7.3 8,8 , LOS A A pproach delay (slush) — 8.8 • pproach LOS -- -- — A HCS2000TU Copyright 0 2003 University of Florida, All Rights Reserved Version 4. id • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPE/TAP Intersection Site Drive & NE 79th Street Agency/Co. ,Jurisdiction Date Performed 5/10/2005 Analysis Year 2007 with site Analysis Time Period PM Peak Project Description Villa Patricia East/West Street: NE 79th Street NorthfSouth Street: Site Drive Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R plume (veh/h) 0 1669 19 2 _ 606 0 Peak -hour factor, PHF 1.00 0.95 0.95 0.95 0.95 1.00 Hourly Flow Rate (vehfh) 0 1756 20 2 637 0 Proportion of heavy PH,,,, P 0 - -- 0 __ Median type Undivided RT Channeiized? w 0 0 Lanes 0 2 0 0 1 0 Configuration T TR LT Upstream Signal _ 0 0 _ Minor Street Northbound ` Southbound Movement 7 8 9 10 11 12 L T R L T R oiume (veh/h) 12 0 1 0 0 0 Peak -hour factor, PHF 0.60 1.00 0.60 1.00 1.00 1.00 Hourly Flow Rate (vehih) 19 0 1 0 0 0 Proportion of heavy ehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channeliized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Delay, Queue Length, Level of Service ;pproach I ES WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR olume, v (vph) 2 20 apacity, cm (vph) 477 112 , /c ratio 0.00 0.18 Queue length (95%) 0.01 0.62 Control Delay (siveh) 12.6 44.0 LOS B E • pproach delay (sfveh) -- -- 44.0 • pproach LOS -- -- E HCS2000TM Copyright C 2003 University of Florida, All Rights Reserved Version 4.Id 2123 NE 2 AVE & 79 ST TIMING FOR DAY # 5 (SECTION 66) PAGE 4 TIME PT OFF EWW F Y NSW F G Y EL Y S Y M CYC MIN: 7 12 12 1 5 0 23 9 14 12 4 7 12 12 4 7 3 7 75NIGHT 8/ 500 7 9 14 12 4 7 12 12 4 7 3 75LATE NIG 600 9 87 14 12 4 7 12 27 4 7 3 90PRE AM M 3 58 26 12 4 7 12 32 4 5 3 3 105AM PEAK -12 4 7 12 32 4 5 '3 3 105AM PEAK 13 58 26 12 4 7 12 32 4 5 3 3 105AM PEAK 930 8 42 14 12 4 7 12 27 4 7 3 9OAVG M2 0 1400 18 42 14 12 4 7 12 27 4 7 3 90AVG M1 0 1515 15 50 32 12 4 7 12 24 4 7 3 105PRE PM M 1600 5 60 18 12 4 7 12 38 4 7 3 105PM PEAK 1800 10 38 14 12 4 7 12 27 4 7 3 90POST PM 1900 8 42 14 12 4 7 12 27 4 7 3 9OAVG M2 0 • • • APPENDIX. D ITE TRIP GENERATION • • • • Summary of Trip Generation Calculation For 2 T.G,L.A. of Specialty Retail Center May 03, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way 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 Hour 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 Er, 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 Calculation For 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 Hr, 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 1.00 918 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 • • Print Date: Jun/21/2004 Florida Department of Transportation Transportation Statistics O1'flce 2003 Peak Season Factor Category Report MIAMI-DADE NORTH MOCF = 0.99 Category: 8700 • Week 2 3 4 5 6 * 7 * 8 * 9 * 10 * 11 * 12 * 13 * 14 * 15 * 16 * 17 * 18 * 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 Dates SF 01/01/2003 - 01/04/2003 1.01 01/05/2003 - 01/11/2003 1.01 01/12/2003 - 01/18/2003 1.02 01/19/2003 - 01/25/2003 1.01 01/26/2003 - 02/01/2003 1.00 02/02/2003 - 02/08/2003 0.99 02/09/2003 - 02/15/2003 0.98< 02/16/2003 - 02/22/2003 0.99 02/23/2003 - 03/01/2003 0.99 03/02/2003 - 03/08/2003 0.99 03/09/2003 - 03/15/2003 1.00 03/16/2003 - 03/22/2003 0.99 03/23/2003 - 03/29/2003 0.99 03/30/2003 - 04/05/2003 0.99 04/06/2003 - 04/12/2003 0.99 04/13/2003 - 04/19/2003 0.99 04/20/2003 - 04/26/2003 0.99 04/27/2003 - 05/03/2003 0.99 05/04/2003 - 05/10/2003 0.99 05/11/2003 - 05/17/2003 0.99 05/18/2003 - 05/24/2003 0.99 05/25/2003 - 05/31/2003 0.99 06/01/2003 - 06/07/2003 0.99 06/08/2003 - 06/14/2003 1.00 06/15/2003 - 06/21/2003 1.00 06/22/2003 - 06/28/2003 1.00 06/29/2003 - 07/05/2003 1.00 07/06/2003 - 07/12/2003 1.01 07/13/2003 - 07/19/2003 1.01 07/20/2003 - 07/26/2003 1.01 07/27/2003 - 08/02/2003 1.02 08/03/2003 - 08/09/2003 1.02 08/10/2003 - 08/16/2003 1.02 08/17/2003 - 08/23/2003 1.02 08/24/2003 - 08/30/2003 1.02 08/31/2003 - 09/06/2003 1.02 09/07/2003 - 09/13/2003 1.01 09/14/2003 - 09/20/2003 1.01 09/21/2003 - 09/27/2003 1.01 09/28/2003 - 10/04/2003 1.01 10/05/2003-10/11/2003 1.01 10/12/2003 - 10/18/2003 1.00 10/19/2003 - 10/25/2003 1,00 10/26/2003 - 11/01/2003 1.01 11/02/2003 - 11/08/2003 1.01 11/09/2003 - 11/15/2003 1.01 11/16/2003 - 11/22/2003 1.01 11/23/2003 - 11/29/2003 1.01 11/30/2003 - 12/06/2003 1.01 12/07/2003 - 12/13/2003 1.01 12/14/2003 - 12/20/2003 1.01 12/21/2003 - 12/27/2003 1.01 12/28/2003 - 12/31/2003 1.02 PSCF 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 Note: "'1" indicates peak season week Page APPENDIX F FDOT LOS TABLES MUATS INFORMATION • • AA' TABLE 4 - 4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW BIGRWAYS Lanes Divided 2 Undivided 4 Divided 6 Divided A 180 1,940 2,900 Level of Service B C D 620 1,210 1,720 3,140 4,540 5,870 4,700 6,800 8,810 E 2,370 6,670 10,010 STATE TWO-WAY ARTERIALS Class 1(>0,00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D 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 Class 11(2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D ** 2 Undivided 4 Divided 6 Divided 8 Divided ** ** ** 390 620 800 180 1,070 2,470 3,830 5,060 1,460 3,110 4,680 6,060 1,610 *** *** 1,550 3,270 4,920 6,360 Class III (mare than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area aver 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A ** ** ** ** Level of Service 3 C D £ ** 500 I,200 1,470 1,180 2,750 3,120 1,850 4,240 4,690 2,450 5,580 6,060 ** ** ** Class IV (mare than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area aver 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A ** ** ** ** Level of Service B C D E ** ** ** ** 490 1,310 1,170 2,880 1,810 4,350 2,460 5,690 1,420 3,010 4,520 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 Interchange spacing a 2 Lanes 4 6 8 10 12 8,020 10,110 12,200 mi. apart 11,180 13,600 14,110 17,160 17,020 20,710 E 7,240 11,180 15,130 19,050 23,000 Level of Service A H C D E 2,050 3,350 4,840 6,250 7,110 3,240 5,250 7,600 9,840 11,180 4,420 7,160 10,360 13,420 15,240 5,600 9,070 13,130 16,980 19,310 6,780 10,980 I5,890 20,550 23,360 NON -STATE ROADWAYS Major City/County Roadways Level of Service Lanes Divided 3 C D E 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided A ** * ** ** ** 870 1,390 2,030 2,950 3,170 4,450 1,480 3,120 4,690 Other Signalized Roadways (signalized intersection analysis) Level of Service A H C D E ** 450 950 1,200 ** ** 1,050 2,070 2,400 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Paved Shoulder Bicycle Lane Coverage 0-49% 50-84% 85-100% A ** ** 300 Level of Service B C D ** 310 1,310 240 390 >390 680 >680 *** E >1,310 *** *** PEDESTRLAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Level of Service Sidewalk Coverage A B C D E 0-49% ** ** ** 600 50-84% ** ** ** 940 85-100% ** 210 1,080 >1,080 1,480 1,800 **. BUS MODE (Scheduled Fixed Route) (Buses per hour) More: Buses per hour shown are only for the peak hour in the single direction of higher traffic flow.) Level of Service Sidewalk Coverage A B C D 0-84% ** >5 >4 >3 85-100% >6 >4 >3 >2 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http:/fwww l 1.myflorida.camlplanning/systems/sm'losldefault. htm 02/22/02 Lanes 2 2 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volume by the indicated percent) Median Left Turns Lanes Adjustment Factors Divided Yes +5% Undivided No -20% Undivided Yes -5% Undivided No -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, •Tnls table does not constitute a standard and sbautd be used only for general planning applications. The computer models from which this table is derived should he used for more specific planning eppticatians. The table and deriving computer models should nor be used for corridor or intersection design, where more refuted theist i Ines exist. Values shown are hourly two-way volumes for levels of service and are for the automobilelttvc& modes unless specifitatly stand. Level of service letter grade thresholds arc probably net temperable across modes end, therefore, erase modal comparisons should be made with caution, Furthermore, combining levels of titmice of different modes into one overall roadway level of service is not recommended. To convert to annual average daily traffic volumes, these vuluaes must be divided by an appropriate K factor. Tie table's input value defaults and level of service criteria appear on the following page. Calculations are based on planning applications of the Highway Capacity Manual, Bicycle LOS Modal, Pedestrian WS Model end Transit Capacity and Quality of Service Manual, respectively for the automobile/track, bicycle, pedestrian and bus modes, ''',Cannot be achieved using table input value defaulle, "*Not applicable for that level of service laver grade. For automobile/trctk modes, volumes greater than level of service 0 become F because intersection capacities have been reached. Far bicycle and pedestrian modes, the level of service letter Breda (Including F} is oat aelttevable, because there is no maximum vehicle volume threshold using table input value defaults. 91 7-1 • • TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided 1 Undivided 2 Divided 3 Divided Level of Service A B C D E 100 340 670 950 1,300 1,060 1,720 2,500 3,230 3,670 1,600 2,590 3,740 4,840 5,500 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D 1 Undivided ** 220 2 Divided 250 1,530 3 Divided 380 2,330 4 Divided 490 3,030 720 860 1,810 1,860 2,720 2,790 3,460 3,540 Class II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D 1 Undivided ** 100 590 810 2 Divided ** 220 1,360 1,710 3 Divided "* 340 2,110 2,570 4 Divided ** 440 2,790 3,330 E 890 *«* *** *** E 850 1,800 2,710 3,500 Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A *« ** ** ** Level of Service B C D ** 280 660 650 1,510 1,020 2,330 1,350 3,070 ** ** ** E 810 1,720 2,580 3,330 Class IV (more than 4.5 signalized intersections per mile and within pritnary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** ** ** ** Level of Service B C D ** ** ** ** 270 720 650 1,580 1,000 2,390 1,350 3,130 Interchange spacing? 2 mi. apart Lanes 2 3 4 5 6 FREEWAYS Level of Service A B C D E 1,270 2,110 2,940 3,580 1,970 3,260 4,550 5,530 2,660 4,410 6,150 7,480 3,360 5,560 7,760 9,440 4,050 6,710 9,360 11,390 Interchange spacing < 2 mi. apart Level of Service Lanes A B C D 2 1,130 3 1,780 4 2,340 5 3,080 6 3,730 1,840 2,660 3,440 2,890 4,180 5,410 3,940 5,700 7,380 4,990 7,220 9,340 6,040 8,740 11,310 3,980 6,150 8,320 10,480 12,650 E 3,910 6,150 8,380 10,620 12,850 NON -STATE ROADWAYS Major City/County Roadways Level of Service Lanes Divided A B C D E 1 Undivided 2 Divided 3 Divided Lanes Divided 1 Undivided 2 Divided ** ** ** ** ** ** 480 760 1,120 1,620 1,740 2,450 810 1,720 2,580 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D E ** ** 250 530 660 «* «« 580 1,140 1,320 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% 50-84o 85-100% A ** ** 160 Level of Service B C D ** 170 720 130 210 >210 380 >380 *** E >720 *** *** 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% 85.100o A «« *« ** B ** ** 120 Level of Service C D ** 330 ** 520 590 >590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A B C >5 24 >6 >4 >3 D >3 >_2 E 810 990 *«* E >2 21 Source. Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http://wwwi l.myflorida,cot/planning/systems/smllosfdefault.htm 02/22/02 Lanes 1 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Median Divided Undivided Undivided Undivided Left Turns Lanes Yes No Yes No Adjustment Factors +5% -20% -5% •25% ONE WAY FACILITIES Increase corresponding volume 20o/a •This table does not constitute a standard and should be wed only for general planning applications. The computer models from which this titbit is derived should be used for mon specific planning applications. The table and deriving computer roodeU should not he used for corridor or intersection design, where more refined techniques exist. Valuer shown are hourly direetia,al ve:isnea far levels of service and are for the automobile/tuck modes unless specifically stated. Laves of service letter grade thresholds are probably not comparable across modes and, therefore, cross modal comparisons should be made with caution Furthermore, combining levels of service of different modes into one overall roadway level of service is not recommended. To convert to annual average daily traffic volumes, then. volumes must be divided by appropriate D and K fasten, The table's input value defaults and level of service criteria appear on the following page. Calculations are band on planning apptieotiona of the Highway capacity Manual, Bicycle LOS Model, Pedeatrian t OS Model and Transit Capacity and Quality of Service Manual, respectively for the auten ebileittuck. bicycle, pedestrian and bus modes, **Cannot be achieved using table input value defaulu. '•*Mot appl€sable forthat level of service letter grade. Per autamabiloitnrek modes, volumes graver than level of service D become F because intersection captained have bean reached. For bicycle and pedestrian modes, the level of service Loner gads (including F} is not achievable, because there is no maximum vehicle volume threshold using table input value defaults. 97 • • • Miami -Dade Interim 2005 Cost Feasible Plan ORIGIN ZONE 391 TRIPS PERCENT 392 TRIPS PERCENT 393 TRIPS PERCENT 394 TRIPS PERCENT 395 TRIPS PERCENT 396 TRIPS PERCENT 397 'TRIPS PERCENT 398 TRIPS PERCENT 399 TRIPS PERCENT 400 TRIPS PERCENT 401 TRIPS PERCENT 402 TRIPS PERCENT 403 TRIPS PERCENT 404 TRIPS PERCENT 405 TRIPS PERCENT DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS I TOTAL I NNE ENE ESE SSE SSW WSw 4,'N 4 NNW 242 181 84 459 377 340 153 326 2162 11.19 8.37 3.89 21.23 17.44 15.73 7.06 15.08 353 97 95 467 716 679 291 323 3021 11.68 3.21 3.14 15.46 23.70 22.48 9.63 10.69 684 141 279 455 1485 1169 620 711 5544 12.34 2.54 5.03 8.21 25.79 21.09 11.18 12.82 556 219 143 317 935 811 433 521 3935 14.13 5.57 3.63 8.06 23.76 20.61 11.00 13.24 652 260 193 307 1604 1098 534 526 5174 12.60 5.03 3.73 5.93 31.00 21.22 10.32 10.17 1035 348 241 847 1437 1202 733 842 6685 15.48 5.21 3,61 12.67 21.50 17.98 10.96 12.60 1607 498 465 1129 1983 1479 1165 1195 9521 16.88 5.23 4.88 11.86 20.83 15.53 12.24 12.55 717 217 206 182 1032 667 538 503 4062 17.65 5.34 5.07 4.48 25.41 16.42 13.24 12.38 681 81 123 265 957 579 364 380 3430 19.85 2.36 3.59 7.73 27.90 16.88 10.61 11.08 149 85 65 219 211 132 122 92 1075 13.86 7.91 6.05 20.37 19.63 12.28 11.35 8.56 234 47 65 160 225 147 118 146 1142 20.49 4.12 5.69 14.01 19,70 12.87 10.33 12.78 119 38 43 96 126 80 75 78 657 18.11 5.78 6.54 14.92 19.18 12,18 11.42 11.87 375 218 194 281 378 257 230 295 2228 16.83 9.78 8.71 12.61 16.97 11.54 10.32 13.24 379 134 156 634 567 424 292 236 2822 13.43 4.75 5.53 22.47 20.09 15.02 10.35 8.36 216 62 90 227 227 171 138 153 1284 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 (ES) 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) MDT 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 die: 0104 Description: SR 934/NE 79 ST/ONE WAY PAIR EB, 200' W NE 4 CT Year AADT 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 = Unknown Page 1 Print Date: April 21, 2005 Florida Department of Transportation Transportation Statistics Office 2003 Historical AADT Report County: 87 - DADE ite: 0105 Description: SR 934/NE 82 ST!ONE-WAY PAIR WB, 200' W 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 C 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 Flags; C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T =Third Year Est; X =Unknown Page lb APPENDIX G REDUCED SITE PLAN • • I dP6SED- 18d 'UNIT 11 ST RY NE, 79th STREET EET PR OSED 16 TiN1T 15 TORY ARTNIEN' BLD AS -2 3 STORY PARKING GARAGE BUILDING NE. 78th STREET _ SITE PLAN SCALE T • RT-IT PROJECT DATA SEWING WN1 00 00.1 2A RUTLANAf10A: 120448 S.F. (218ACRES) 213 GIRO. WO ARM. MAP OF)2.58 ACRES) TRACK$ 3A FRONT 3.8 SIDE SAME AS ABUTTING DISTRICT(R3) 3.0 REAR BAME ASABUI TWOLESTRICT(Rd) HEIGHT. REQUIRED UNUMITED (WITH 48 DEGREE INCLINATION ABOVE 12060 FAR: ALLOWED PROPOSED 1.14 (GROSS AREA) 1.720 158,3888.F.• 287,233 B.F. 234,800 S.F. 8. BUBAINS FOOTPRINT. PRO LI EO 478 (MAX) 44,832 SI. ACE PROPOSED C-1 ROW. 2.4'A' EPA REQUIRED PROPOSED 10%(GROSS AREA) 10%0F 188,388 B.F. a 18,538 S.F. (MIN) 3 .3118.F_ PARKING CALCU8ATION3 REQUIRED PROVIDED 8A 1BEDROOM i1-112 BATH 340 UNITS X 1.0 (WITH PARKING WAIVER) 170 8.8 VISITORS:10% X340 34 TOTAL 204 SPACES 214 SPACES e.0 ACCESSIBLE PARKING SPACES INCL0082(0 TOTAL 7 1 8.D LOADING ZONES 48ERTH3 48E2THS mama Man AMC A 20