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HomeMy WebLinkAboutSufficiency Letter and Traffic Impact AnalysisSEP-25-2007 10=37 September 24_ 2007 CITY OF MiaMI 333 Ms, Litial. Medina, 1iCP Assistec4 Transparfati0n Coordinator City of 69 of the City Manager!Transportation 444 SWr•:Avenue (10' Floor) Miami, Florida *30 Re: Sawyer's,Walk— Revised Land Use Stiff oy Letter -- Review # 119 305 416 1680 P , 01.E Via Fax Ws have revi►ed the 'Trip Generation Comparison' presented by Transport Analysis ProtesSk rrais, ifrc. (TAP) dated August 31, 2007, in support of the proposed land use soenariP for the Sawyer's Walk MUSIC applioetinno The revised land use c o eiats of 208 yeas C005, Unite, and 14 ksf. less chars a iRland use is il Space from to generate 1 less PM peak oved in year 2Q(�5. The proposed � hour trips. At this time, we 00ndude that the proposed revision to the land u d droved es 1t t revising the traffic impact report that was submitted previously the previous submittal and the comparison analysis presented on August 31, 2007 meet all the traffic requirements and the study is found to be sufficient. Shout # you have any questions please fell tree to call Ouazi Masood or me at 954.73 ,1881., Attachment Gc Mr. •Mr ,4nta* E. Perez, cIty of Miarrif (Fax -,905.41 1440 !Nr nietteord P. Ei Ming40, IAF (Fax 305.385A997) URS Cacparmtion Laktotraro'Cor"G, 5100 NW 3 Avwnue, Suite M Fors, LoOderitie, FL 33309-6373 Te: 90.736,18F- Fa?t g14,78 ,17/t TOTAL P.01 SPOT YS1S 8701 S.W, 137th AUENUE vUi.. 210 I ,.ri`<€, FL S,Idv s 3E August 31, 2007 Graham Peen, Esq. Bercow, Retell & Fernandez 200 South.Bisca.yne Boulevard tiil achoviu Financial Center - Suite 850 Florida 33 ; 3 � RE: Sawyer's Walk MUISP Trip Generation Comparison Dear Mr. Penn: n77 FAX 305/b Attached is a tabulation of two prior land use scenarios for Sawyer's Vvalk that were analyzed by Transport Analysis in 2005 and the basis for part of our traffic study and updated study analyses submitted to City of Miami staff and the City's traffic consultant for review and approval in September and October 2005. The traffic generated by each scenario is also shown. The last set of columns in the table show the currently proposed project scale and the trips it will generate. There is less total PM peak hour traffic being generated by the current scenario than either of those analyzed in 2005. The table demonstrates less inbound and less outbound traffic generated by the current scenario than either of the earlier scenarios. The base traffic generation calculations for the recent scenario are also attached. l trust this information satisfies your immediate needs. very truly yours, TRANSPORT .ANALYSIS PROFESSIONALS, INC. David C. Rhinard, P.E. Principal Attachments cc: Henry A Fandrei, PEE. wr" attachments Richard P. Eichinger wi attachments DCRn«s.: Pa.E __ , 2esl n, one r`nM c Je Cecon-sL c0o w €rite r Fl a rB u756 Use Sawyer's Walk MUSP Scenario Scenario Current #1 #2 Scenario Analyzed Analyzed Sept '05 Oct '05 Aug '08 Scale of Land Use Condo 1258 du 1258 du 1050 du Office 35 ksf - 0 - 35 ksf Retail 26 ksf 63 ksf 40 ksf Gross PM Trips Generated In Out Total In Out Total In Out Total Condo 321 158 479 321 158 479 277 '136 413 Office 9 43 52 0 0 0 9 43 52 Retail 31 40 71 75 96 171 48 61 109 Total 361 241 602 396 254 650 334 240 574 Net PM Trips Generated In Out Total In Out Total In Out Total Condo 134 66 200 134 66 200 116 57 173 Office 4 18 22 0 0 0 4 18 22 Retail 1,3 17 30 31 40 71 20 25 45 Total 151 101 252 165 106 271 140 '100 240 • Summ i3 ; - r 40- August 24, 200. Special Average St, ndAr'd Adjustment Drivewa-i Rate Factor Volume F :g. Weekday 2-Wad, Volume 44.32 15.52 1.00 1773 7-9 AM Peak Hour $slter 0.00 0.00 1,00 7-9 AM Peak Hour" Ex,-t 0.00 0.00 1_00 0 7-9 AM Peak Hour 0.00 0.00 1.00 0 �t1r `.1`ut��1. 4---6 PM Peak 'tour Enter 1 _ 19 0.00 1.00 48 -0.00 1.00 61 4-6 1' €`� Peak Hour i`. `i ' 'i:. e.. -?2 C_ 4-6 Pm Peax Hour Total 2.71 1.83 1,00 10S 1:M Pk L1r, Generator, Enter. 3.28 0.30 1.00 131 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 112 AM Pk Hr, Generator, Total 6.84 3.55 1.00 274 501 Pk Ctr, Generator, 5ntHr 2 , 81 0 00 1 . `.i0 ?.. ' PM Pk Hr, Ge€aerator_, Exit 2.21 0,00 1,00 58 PM Pk Hr, Generator, Total 5.02 2.31 1,00 201 Saturday 2--Way Volume 42.04 13.97 1.00 1 682 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit. 0.00 0.00 1.00 0 .Saturday Peal Hour Total 0.00 0,00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 817 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit: 0.00 0.00 1.00 0 Sunday Sens Hour Total 0.00 0.00 1.00 0 Note: zero indicates no data available. Source: Institute of Transportation Engineers Trip Generat;ion, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • Summary of Trip Generation Calculation For 35 Th,Cr_Sq.F. of General Office Building August 24, 2007 AV9 Weekday 2-14ay Volume 7-9 AM P-eak Hour Enter 7-9 AM Peal. Hour Exit 7-9 AM Peak Hour Total 4-6 PM PA.- Hour Enter 4-6 PM eeR 'dour Exit 4-6 PM Peak Hour ToLal AM Pk Hr, Gneralori Eater AM Pk fir, Generator, Exit AM Pk Hr, Generator, Total PM Pk Fir, Generror, Enrer. PM 117 H Generator, Exit PM Pk Ur, Generator, Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total Sunday 2-Way Volume Sunday Peak Hour Enter Sunday Peak Hour Exit Sunday Peak Hour Total Average Standard Adlustment Driveway Rate Deviation Rac-tor Volume 11.01 6.13 1.00 305 1.36 0.00 1.00 48 G.19 0.00 1.00 3 1.55 1.39 1.00 54 0,25 0.00 1.00 9 1.24 0.00 1,00 43 1.49 1.37 1.00 52 1.36 0.00 1.00 48 0_19 0.00 1.00 7 1,55 1.39 1.00 54 0.25 f)Cj 1_00 . . 1.24 0.00 1.00 43 1.49 1.37 1.00 52 2,37 2.08 1.00 83 0.22 0.00 1.00 8 0.19 0.00 1.00 7 0.41 0.68 1.00 14 0.98 1.29 1.00 34 0.08 0.00 1.00 .)-, 0.06 0.00 1.00 2 0.14 0.38 1.00 5 Note: A zero indicates no data available. Sourceinstitute ot Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Res „Use:.. 2007 Ave -a _ot.oeot. €` Deviation Factor Vol.€1 Avg.Peekd.ca- 2--',ay tf C., .!.'...E oe 4,51 6,00 1.00 4737 7-9 AM Peak Hour Enter 0.05 0,00 1.00 gib --° 3] Peak_ Hour 'Exit: 0.27 0.00 1.00 281 3 3 " -? 7-9 � _�"� Peak ;�i [.111 r Totals_ (} ..32 0.00 I.00 4-6 PM Peak hour writer 0.26 0,00 1.00 277 4-6 PM Peak lip. o 'Exit 0.13 0,00 1.00 136 4-6 PM Peak Hour Total 0.39 0.00 1.00 413 AM 'k Hr. Generator, Enter 0.06 0.00 1.00 64 ,* Pk Hr, Genk-E.:-rat_o Exit 0,28 0.00 1.00 292 =,M Pk Hr, , Total 0.34 0.00 1.00 356 P Y -a ;• ti - 0.24 i_! 00 1.00 253PM Pk H., Gencratii,r, } _dt 0€.14 0,00 1.00 142 'M Pk Hr„ Generator, Total. 0.38 0.00 1.00 395i t _ Saturday 2-Way Volume 4_03 0.00 1.00 4229 Saturday Peak hour. Enter 0.18 0.00 1.00 181 Saturday Peak Hour Exit 0.15 0.00 1.00 160 3 1.00 3 4 Saturday Peak HourHourr'F^.Jtid i. 0 I1..3 „] i -0-.VC0 7 Sunda 2-WayVolume 3.47 0.00 4.00 3644 Sunday Peak Hour Enter 10,14 0.00 1.00 143 Sunday Peak Hour Exit, 0.14 0.00 1.00 149 Sunday Peak f.itii Total 0_28 0,00 1.,00 292 Note: _1 reifr.T.ates no data available. ' - lfl .l eq urst1.o(E;. The �i.]£\�� �:� _E.,� i^7t-a.;'e calculated �-_-�_ these � 24-Hr. 2-Way Volume: LN(Tf ._' .051,1(_K) -¢ 2.55, R.^2 ._ (S-C<.'4 7-9 AM Peak Hr. Total: LN(T) .. .8L1)X) .26 R'2 = 0.76 , 0.17 Enter, 0.83 Exit 4-6 PM Peak Hr. Total: L1 (T) _ .821,1 (X) .r .32 R^2 -'- 0.8 , 0.67 Enter, 0.33 Exit Ark Gen Pk H.e . Total: LN (`c) = . 82L13 (X) •1 .17 R^2 -.- 0.8 , 0.18 Enter, 0.82 Exit PM Gen Pk Hr. Total: T - . 34 (X) + 38.31 R^2 0.83 , 0.64 Enter, 0.36 Exit Sat. 2-Way Volume: T 3.62(X) + 427 . 93, R-2 = 0.84 Sat. Pk Hr. Total: T = . 29 (X) -I- 42.63 R-2 _ `.6, , 5.. Ea e, Exit x_t Sul. 2-Way �.y Volume:: '1 = 3.13(Xj }- 357.26, Rr2 = 0.88 Sun. Pk 0+. Total: T -- .23(X) 50.01 R'2 _= 0.78 , 0.49 Enter, 0.51 Exit Source: Institute of Transportation Engineer Trip Gererati.on, 7th Edition, 2O03. TRIP GENERATION BY N.1CROTR NS 410 Tab N Sufficiency Letter Traffic impact Analysis Note: Traffic impact Analysis is based an 1258 units • Via Fax end t!$ all October 6, 2O0 Ms. Lilia 1, Medina, A1CF i. s;stant Transportation Coordinator City of Miami, Office of the City Manegerl`Trenspol'tatiors 444 SW 2`4Avenue (10th Floor) Miami, Florida 33130 Re: Sawyer's Walk Sufficiency Letter-- Q # 119 Dear Ms. Medina: Subsequent to our September 19, 2005 'review comments for the subject prgjcctr, we have received a revised analysis dated October 4; 2005; prepared by Tranaport!Analysis Professionals, inc. (TAP). We have sist received a suf idenoy letter (visa e-:hail) from Kittlesan & Associates (K&4)_ who represents the FDOT Planning I ffi . Photocopies of both the revised analysis from TAP and a-rnail from KKA are attached herewith... At this time, we conclude that the traffic impact report along with the subsequent subrnittai meets all the traffic requiremen%S and the study is found to be sufficient. Should you have any questions please fell free to call Quazi Masood or me at 954.739.1081. Sincerely, u Lion Southern Raj-hanrrt '_E. Seri or Trafllc Engineer Attt+ Lrnealt CC: fir. Kevicl Watford, Mannar 31, City ofivliami (Fax • 305,416.1443) Mr, Richard P. Eichrnger, TAP (Fax 365.386.g9971 RS Carpore? ion akwatatc Complex 5100 NY.' 33rtl A'rinde, Suite 19C ' rt t,FnraorCaio.:=1.5330'�5:?i.°. MI: .954.739.1m Fix; 554,7?9.5.7R4 • SAR'S WALK MIXED -USE DEVELOPMENT II A .I, FLORIDA IUSP TRAFFIC IMPACT ANALYSIS JULY 2005 TRANSPORT ANALYSIS PROFESSIONALS C. A Transportation Consultant Group SA ER'S WALK MIXED-U SE DEVELOPMENT MIAMI, FLORIDA. MUSP TRAFFIC IMPACT ANLAYSIS Prepared for Crosswinds Florida 600 Corporate Drives, Suite 102 Fort Lauderdale, Florida 33334 (954) 839-8000 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 July 2005 5745 Richard P. Eichinger Project Manager (305)385-0777 • SAWYER'S WALK ED-USE DEVELOPMENT MIAMI, FLORIDA MUSP FIC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 1 TRIP GENERATION 5 PRIMARY TRIP ADJUSTMENTS 5 SITE ACCESS 6 TRW DISTRIBUTION 6 PEAK SEASON TRAFFIC ADJUSTMENT ... , ....... .. ........ ,,...._.... ............ . ...... ........„..____6 FUTURE BACKGROUND TRAFFIC 9 STUDY AREA & COMMITTED DEVELOPMENT 9 PLANNED ROADWAY IMPROVEMENTS 9 LEVEL OF SERVICE 9 PERSON TRW CAPACITY 12 TRANSPORTATION CONTROL MEASURES PLAN 12 CONCLUSION 12 TABLES Table 1 - Daily, AM & PM Peak Hour Site Traffic Volume Table IA - Adjusted Peak Hour Site Traffic Volume Table 2 - PM Peak Hour Traffic Volumes Table 3 - Levels of Service Table 4- Existing Transportation Corridor Analysis Table 5 - 2008 Transportation Corridor Analysis Table 6- Existing Transportation Corridor Analysis Table 7 - 2008 Transportation Corridor Analysis FIGURES 5 6 10 11 13 14 15 16 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 5 - Year 2008 Traffic Volume Without & With Site 8 APPENDIX Appendix A - Study Methodology Appendix B - Traffic Volume Data & GeometrY Appendix C - Capacity Analyses & Traffic Signal Timing Data Appendix .D - ITE Trip Generation Appendix E FDOT Seasonal Factors Appendix F - FDOT LOS Tables & MUATS Information Appendix G - Reduced Site Plan • • SAWYER'S WALK MIXED -USE DEVELOPMENT MIAMI, FLO•A MUSP TRAFFIC IMPACT ANALYSIS IN I RODUCTION This report sutmnarizes the impact of traffic from a proposed multi -story residential condominium (with a minor retail and office component) to be located: north of NW 6th Street, south of NW 8th Street, west of NW lst Court and east of NW 3n1 Avenue in Miami, Florida. Figure 1 depicts the site's general location. The methodology used for assessing traffic impacts ofthe 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 - NW 51) & 6th Streets • - NW 2" Avenue • Intersection Analysis NW 3"1 Avenue & NW 8th Street NW 3'1 Avenue & NW 6th Street NW 2" Avenue & NW 8th Street NW 2" Avenue & NW 61h Street - NW Pt Avenue & NW 8th Street NW 2" Avenue & NW 6th Street - All Site driveways to Public Streets EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in June 2005. Figure 2 depicts existing PM peak hour volume at the three existing study intersections and Figure 3 illustrates intersection lane geometry. • • :•• • Nv'd IBTH 3i}1EF NO:1271-) ST Q zL T•::: �j'::. : _.,M.... m .. nv ti z nTH T.uL .. z• .. •x. y' -440, 111-i $i«--' '._` r+'. RMI 11Th ST ., 1, NEtt1TH31 __.• • © 2003 L1eLorme. Street Atlas USAO 2004. In rislelorme.com N>k STH ST . NE sTFj ST Cmvenbon CerAW 7T31ST gE7Thi51' .,_-. ... NE 67li5. MN s4 5 t Atlas USA®2OO4 FIGURE 1 Scale 1 : 12,500 ! o ISO au xo ,m 307 Tanta Zoom 14-0 1" = 1,056.7 ft 2 67 -4--448 29 123 —� 21 Nt 94 i-- 503 f 50 7 87 - j 89--0-1 Lc) 14" i 27 —415 f 22 -41 f — CV 0 r Nr N NT. W 8th Street NW 7th Street .Ci -73 -0— 1 06 ILO cOt 16 124 16 14 R— ,N a) NW 6th Street 28 •�75 cv0 NW 5th Street ZIMPAINIRMINIMr 31 TRANSPORT ANALYSIS PROFESSIONALS Existing 2005 PM Peak Hour Volumes Figure 2 NW 3rd Avenue NTS NW 8th Street 7�p "\t NW 7th Street NW 6th Street NW 5th Street NW 2nd Avenue 2 Overtown/Arena Ar TRANSPORT PNALYStS PROFESSIONALS Lane Use Geometry Sawyers Walk Figure 3 4 TRIP GENE TION Traffic generation by the proposed development is estimated using rates as set forth Miami Downtown DRI for the CBD area. The proposed land uses are as follows; - Condominiums — 1,258-units - Office — 35,000 sf - Specialty retail — 26,000 sf Table 1 depicts the street peak hour generation. The afternoon traffic is considerably higher and consistent with general traffic patterns in most of Miami -Dade County. Therefore, analyses will continue using PM peak hour values. Table 1 Sawyer's Walk PM Peak Hour Adjusted Traffic Volume ITE PM Peak Land Uses LU Code In Out Total Condominiums 1,258-units 230 329 23 71 Office — 35,000 sf 710 20 33 40 Specialty retail — 26,000 sf 814 124 11 20 Totals 102 88 190 PRIMARY TRIP ADJUSTMENTS The Downtown Miami DRI Update — Increment II rates are used to estimate PM peak hour trips and reduce primary trip making using the following factors: • Internal trips — 25.6% • Transit trips — 22.6% • Pedestrian/Bicycle Trips — 10% A total of a 58.2% reduction is used to estimate primary trips. Table 1A. depicts the net result. • Table 1A Sawyer's Walk PM Peak Primary Trips PM Peak Hour Land Use 111 Out Total Condominiums Office Retail 137 71 208 9 41 50 52 56 108 198 168 366 Silt, ACCESS Access to all four (4) buildings are accurately detailed on the site playa. A reduced site plan is in the appendix. TRIP DISTRIBUTION The Miami, -Dade County Public Works Department was contacted to obtain the cardinal distribution data set as published in the 2005 MUATS travel model validation runs for TAZ 501 to determine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North/northeast — 13.42% East/northeast — 5.45% East/southeast --- 7.28% South/southeast — 5.40% North/northwest —18.56% West/northwest — 1 8.41% West/southwest — 23.27% South/southwest — 8.20% Figure 4 depicts the estimated volume of site only traffic on local roadways. PEAK SEASON TRAFFIC ADJUSTMENTS Using FDOT's 2004 seasonal factors for North Miami -Dade County, traffic volume data collected were increased by 1.052% and 1.063% (depending on date of data collection) to reflect a peak season condition. Figure 5 depicts PM peak hour traffic volume in 2008 with and without site volume. (FDOT peak season factors are in the appendix.) 6 12 4.3 NW tad Avenue J TRANSPORT ANALYSIS PROFESSIONALS Site Only PM Peak Hour Traffic Volume Sawyer's Walk Figure 4 7 NW ®th Street NW 7th Street NW Sth Street W 5U Street \ ,,,... 'IC^-105(117) -4-108(120) 105(1O5)-4 175(232)--1 - is 8 1126.(148) yf16(18) 125054)- N`1.2 w m� 21(21 0u5 m Q 4'11 Building #4 -4e-141(152)-.-241452) i �t i71{f92)-�Y ' z` 171(178)-'-sr i► 0.121 EP m 0(213 r, 88(92) c,Q a 31(96)r- 14(20; en- Building #1 18 18j -4--103(112) 8(D) a 0 ;r. 4-3D t » Building #3 ri ' ^08(10$) 4-257(325) 1 -A 533(583) 477(497) ' . o(23) [ f 1(83) r. - 4--760(814) —dillN 57 ri p vAO m N ,7 N b Building #2 J N jy 4-0(30) C0i33) -4-486(536)-486(545) 0 N NTS 4_22(22) -4-- 443(481) f- 27(27) 2008 (With ) and Without Site Traffic Volumes! Sawyer's Walk TRANSPORT Ai'1ALYSt5 PROFESSIONALS Figure 5 8 FUTURE BACKGROUND T * FFIC The site development is estimated to be completed and the project capable of being fully occupied in 2008. The FDOT count station nearest to the site, was researched to obtain a growth factor. The location is as follows: Station #1034 — Flagler Street 200 efo Miami RiverBridge Annualized growth at the station indicates a slight increase in growth of;2.71 % and is used to increase volume to year 2008. STUDY AREA AND COMMITTED DEVELOPMENT The study area has the following limits: North: 1-395 South: Flagler Street East: Miami Avenue West: 1-95 The only committed development project in proximity to the proposed Sawyer's Walk is Tuscan Place and is included in the analysis of intersections and arterials. 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. LEVEL OF SERVICE Intersection level of service (LOS) analyses were performed at the off -site intersections, intersections in close proximity and the site driveways; along public roads 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 2008 background traffic growth (without project) and year 2008 with proposed site traffic. Table 3 depicts the LOS and delay at the locations under study. • TABLE 2 TRAFFIC VOLUME AT STUDY LOCATIONS YEAR YEAR 2008 YEAR 2008 2005 eACKGR)uNo 2008 WITH 2005 SEASONAL Peak GROWTH Committed WITHOUT SITE PM PEAK INCREASE SEASON INCREASE Development SITE ', SITE TOTAL INTERSECTION AND APPROACH VOLUME VOLUME VOLUME' VOLUME2 Volume SUBTOTAL VOLUME VOLUME 3rd Avenue & NW 8th Street (06/21/05) IEB LEFT 103 1 104 1 EB THRU 171 2 173 2 IWB THRU 106 1 107 1 lWB RIGHT 103 1 104 ;NS LEFT 848 9 857 !NB THRU 400 4 404 INB RIGHT 54 1 55 NW 2nd Avenue & NW 8th Street (06/23/05) - - E8 LEFT 29 EB THRU 123 ES RIGHT 21 WB LEFT 16 WB THRU 124 W8 RIGHT 16 0 NB LEFT 51 1 NB THRU 245 NB RIGHT 41 4 0 98 1 59 1 S8 LEFT SB THRU . SB RIGHT 0 1 3 0 9 4 29 0 124 1 21 0 16 0 125 1 16 0 52 0 248 3 41 0 4 0 99 1 60 0 105 € 6 105 175 ` 27 202 108 12 120 105 12 117 856__ 52 918 408 i 25 433 55 I 2 57 O 29 0 29 O 125 29 154 O 21 0 21 O 16 2 18 O 126 O 15 O 52 O 251 0 41 0 4 O 100 O 60 NW 1st Avenue & NW 8th Street (06/27/05) - ---7EB LEFT 87 1 88 0 0 88 EB THRU 89 1 90 1 0 91 LEB RIGHT 14 0 14 0 0 14 W8 LEFT 8 0 8 0 0 8 WB THRU 101 1 102 1 0 103 WB RIGHT 18 0 18 0 0 18 /NB LEFT 2_..__.., 1 0 21 0 0 21 NB THRU 135 1 136 1 0 137 1NBRIGHT .............19 0 19 0 0 _-- 19. SB LEFT 2 0 2 0 0 2 SB THRU 15 0 15 0 0 15 SB RIGHT 17 0 17 0 0_ 17 NW 3,d Avenue & NVV 6Ih Street (06/22/05) - - NB THRU 448 5 453 5 19 477 20 497 IWB RIGHT 253 3 256 1 0 257 68 325 NB LEFT 141 1 142 1 0 143 0 143 NB THRU 1022 11 1033 11 0 1044 16 1050 NW. 2nd Avenue & NW 6Ih Street (OS/23105) IWB LEFT 50 1 51 0 0 51 12 63 1WB THRU 503 5 508 6 19 533 50 583 !WS RIGHT 94 1 95 1 0 96 12 108 INB LEFT 218 2 220 1 0 221 21 242 NB THRU 253 3 256 3 0 259_ 9 268 SB THRU 118 1 119 1 0 120 % _ 2 122 lSB RIGHT 27 0 27 0 0 27 i 6 33 NW 1st Avenue & NW 6th Street (06/27/05) --____. IWB LEFT 22 IWB THRU 415 !WB RIGHT 27 NB LEFT 49 NB THRU 151 ;SB THRU 20 iSB RIGHT 14 22 148 7 23 2 54 1 252 9 S0 4 8 6 106 0 60 • 0 4 0 --_.-m 27 0 1 50__ --.- 0 2 153 2 0 _ 155 �.._. 8 163 20 --------- 0 __-.._-_0 ___ 20 -6 26 14 0 0 14 23 37 4 92 8 99 6 t1 O 8 9 112 O 18 8 29 0 137 0 19 0 2 23 38 6 23 22 0 0 22 '. 0 22 419 5 19 443 I 38 481 0 27 ` 0 27 10 Sawyer's Walk TAP Jt4 5745 • • TABLE 2 (Continued) TRAFFIC VOLUME AT STUDY LOCATIONS 2005 PM PEAK INTERSECTION AND APPROACH VOLUME Sits Drive & NW 8th Street (east drive) 1 ES THRU EB RIGHT :WB LEFT WB THRU NB LEFT NB RIGHT 168 0 0 139 15 9 Site Drive & NW 5th Street (west drive) --1EB THRU 168 EB RIGHT WB LEFT WB THRU NB LEFT INS RIGHT 9 Site Drive & NW 3rd Avenue (Building 3 south side) -IWB THRU 748 8 ;WB RIGHT 0 0 lSB RIGHT 0 0 SEASONAL INCREASE VOLUME 2005 Peak SEASON VOLUME1 YEAR 2008 BACKGROUND GRoomi INCREASE VOLUME2 2 170 1 0 0 1 0 0 0 139 15 Site Drive & NW 3rd Avenue (Building 3 west side) �WB RIGHT NB THRU jNB RIGHT 0 1275 0 2 1 0 0 0 0 0 0 140 0 0 170 0 0 40 756 0 0 0 1 0 0 0 0 YEAR 2008 Committed WITHOUT Development SITE SITE Volume SUBTOTAL VOLUME O 171 O 0 0 141 O 0 O 0 0 0 0 0 0 14 1289 7 0 0 0 0 0 0 171 0 0 141 0 8 21 12 11 15 10 21 21 11 15 8 760 € 54 O ( 23 YEAR 2008 WITH SITE TOTAL VOLUME 0 0 0 O 30 12 30 59 179 21 12 152 15 10 192 21 11 156 16 814 23 30 30 1355 23 23 Site Drive & NW 3rd Avenue (Building 4) -- — tWB RIGHT 0 ,NB THRU 1275 Lg RIGHT 0 Site Drive & NW 6th Street (Building 2 east drive) WB THRU 478 4W8 RIGHT 0 [SB RIGHT 0 Site Drive & NW 6th Street (Building 2 west drive) ---•_._1WB THRU 478 IWB RIGHT 0 rSB RIGHT 0 0 14 0 5 0 0 0 1289 0 483 0 0 5 483 0 0 0 0 7 0 Arterial Summary 4NW 6th Street Lastbound One-way Site Volume Summary = 37 LINW 6th Street i Westbound One-way Site Volume Summary = 92 'NW 2nd Avenue !North- and Southbound Two-WatSite Volume Summary 30 1 A seasonal factor of 1.052% and 1.063% is used to increase existing volume to peak season conditions depending On date of count 2 A growth factor of 5.4% is used to increase traffic to year 2038 conditions along NW 5 & eth Streets & NW 2nd Avenue 3 Tuscan Place is the only project found at the city, which may have art impact to the intersections and roadways studied, The Project trips for Tuscan Place are in the appendix O 0 0 1296 O 0 O 486 0 0 O 0 0 0 0 11 11 68 1364 21 21 59 33 24 545 33 24 50 536 33 33 24 24 Sawyer's Walk TAP SN 5745 • • TABLE 3 LEVEL OF SERVICE AT STUDY LOCATIONS INTERSECTION AND APPROACH 2005 2088 2888 PEAK WITHOUT WITH SEASON SITE SITE LOS LOS LOS NW 3rd Avenue & NW 8trt Street (osalios) . _ ......_.... EB LEFT F F C' EB THRU . 1:2 _ D C" _ ._._ WB THRU & RIGHT —D D NB LEFT A A NB THRU & RIGHT A A A- WITERSEECTION LOS 0 D c' NW 2nd Avenue & NW 8th Street (86(23/05) ES LEFT. THRU & RIGHT 8 B D WB LEFT, THRU & RIGHT B e NB LEFT, THRU & RIGHT 8 B 8 SB LEFT, THRU & RIGHT 8 B B INTERSEECTION LOS 8 8 8 NW 15-1Avenue & NW 8th Street (06/27105) - EB LEFT, THRU & RIGHT A A A WO LEFT, THRU & RIGHT A A A NB LEFT B B C NB THRU C C C t4B RIGHT B B B SB LEFT SB THRU SB RtGHT ' Nyil_Erd Avenue & NW Eth Street (06/22E35) IWB THRU C C itAlEt RIGHT C C INS LEFT B B LNB THRU B B B IINTERSEECTIONLOS__ B ,__ 8 Nyv 2nd Avenue & NW 6th Street (86/23/05) "--IWB LEFT. THRU & RIGHT C C C [NB LEFT a THRU B B B ;.$B THRU, & RIGHT A A A I,INTERSEECTION LOS C 0 C NW 1st Avenue & NW 6th Street (06/27/85) --1WB LEFT & THRU INB LEFT tNB THRU ISB THRU 158 RIGHT Site Drive & NW 8th Street (east drive) --MB LEFT & THRU 1NB LEFT & RIGHT Site Drive & NW 8th Street (west drive) LEFT & THRU N8 LEFT & RIGHT Site Drive & NW 3rd Avenue (Building 3 south side) 1WB RIGHT rad Slteprive & NW 3rd Avenue (Building 3 west side) WB RIGHT Wiz nia A A B a a nla a We A 8 Site Drive & NW 3rd Avenue (Buitding 4) ,,„WB RIGHT Na Ns C Site Drive & NW 6th Street (Building 2 east drive) !i---- SB RIGHT No Na Site Drive & NW 6th Street (Building 2 west drive) nta Sawyers Walk TAP JN 5745 11 • • PERSON TRIP CAPACITY Traffic volume COUDIS were take in June 2008 along the arterials under study. As previously shown in Table 2, the existing 2005 peak season volume: is shown in Tables 4 and 6. Tables 5 and 7 depict future year 2008 conditions at Ml build -out and occupancy. Tables 5 and 7 show that in year 2008 with project traffic included, the Combined trip capacity for automobiles is above the trip demand during the PM peak hour. 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. Upon approval and completion of the development, the developer should contact the Miami -Dade Traffic Signal and Sign Division and request that they optimize traffic signal timing at NW 3"} Avenue and NW 8th Street. 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 2008. The developer is strongly encouraged to be proactive with implementing a traffic controls measure plan, as discussed above. 12 TABLE4 YEAR 2004 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS Arts r1 1 f Corridor Name NW Elh Sired ONE•yWAY 1 LUJJAE Two• Lanes Eastbound NW bth Street ONE•WAY YOLUME TWe•lanes Weslbountl OAAWAYMO ROADWAY ROADWAY PER. 'TRIP PER, TRIP ROADWAY .1. , ROADWAY CAPACITY ROADWAY VOLUME PER. TRII' ROAOWAYr GORR : VEHICULAR aPPV• VEHICULAR oPPV• EXCESS PERSON •r TYPE 1 CAP I 1,6 VOLUME" 1.4 PER. TRIP TRIP INotsa) (1) I (21 (3) (4) (51 (s} (7) LOS motel • 1 LS 2 160 3,450 Allowable I lI E120 • i 2,150 _1 jI t 398 557 2,696 016 B i f � 1 •7" Adopted LS2,160 ASeweele I —:- E+20 i 2,160 i— , J 3,450 509 381 3,075 0.11 I Tw'•Isrles NW 501 & 5UI Streets LOS TABLE" 0,00 0.12 0,12 0,74 0,75 0.94 6 9 B 0,95 D 0.99 0 1.00 E 1.00 E Two • Lanes NW 51h Street FOOT LOS Tette Volumes B , 220 C 1,360 D 1,710 E E 1,600 MASS TRANSIT MODE LOCAL BUS, EXPRESS RAIL TRANI TOTAL TOTAL (TRANSIT PER. TRIP : PER. TRW PER.7REP TRANSIT TRANSIT I1 PERSON CAPACITY ' CAPACITY CAPACITY CAPACITY PERSON TRIP a LOAD • I LAD •_ LOAD • E5 LOAD • TRW . EXCESS DESIGN y DESIGN DESIGN DESIGN VOLUME CAPACITY (8) (9) (10) (11) (12) (53 0 CORRIDOR TOTALS CORRIDOR COR14IOOR_JCORRIDOR PERSON ICORRIOOR PERSON_( PERSON TRIP PERSON TRIP I TRIP EXCESS ° TRIP CAPACITY E VOLUME CAPACITY"' VIC —I (141 T (15) (161 , 117) r LOS 3,455 I 557 , 2.880 , 0.1E E • .... i_ 0 0 WTAVG AVG HEADWAY ! SEATS RIDERSI4IP BOTH PEAR PM IIRECTIONS VON S PER HOUR DESIGN LOAD FACTOR 150,00% PAX PERCENT CAPACITY Ri04R5HIP 50 15100% 15000% 0 T o WTAVG HEADWAY I SEATS BOTH ' Y PER DIRECTIONS VEH AVG RIDERSHIP PAX 0 0 DESIGN LOAD ER HOUR FACTOR 150.00% P PACT E Votuma is from the yes,' 2002 'DOT LOS toots Exis6:lg volume adjusted to peek season AUTO PERSON TRIPS Al Tom=PERSON TRIOS • TOTAL PERSON TRIP$ • 557 381 3,075 = 0,11 AUTO PERSON TRIPS a 34I 1RAHSIT PERSON TRIPS,. 0 50% TOTAL PERSON TRIP14 381 rd0,.0% 100.0% I ( Sswyar's !Nark TAP JN ST45 • TABLE 5 FUTURE YEAR (2008) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC 7 ROADWAY ,__. _ . , . w.....».»,..I.,...,...........__.�ROADWAY PER. TRIP 2007 ROADWAY CAPACITY CORE{ VEH)CUL4 0;1IPPW TYPE CAPACITY' 1.8 AHorlat l Carrldar Nam a Mies) (1) 2 131 NW 81h Street ONE•WAYVOLUME Two - Lanes Eastbound NW 8th Street ONE-WAY VOLUME TWO•lahes Weatbaund ROADWAY PER. TRIP ' ROADWAY ROAOWAYL VOLUME t PER. TRIP ROADWAY VEHICULAR L CPPV• ; EXCESS PERSON V LUME" 1.4 PER. TRIP TRIP {4) i { 18) )7) Los 707 1 2.740 0,20 B LS 2.180 3 456 005 Allowable E*2 2 160 Y Y f Aaapl4d Allowable E+20 2,100 2,180 3,450 734 L 1030 2.420 11 1_ r 0,30 Two • Lama NW51hAB01Simla NWse) Sow LOS TABLE" FOCI LOS Tabaa Volumes 0.00 0.62 0.62 0.82 0,82 B B 8 B 0.62 0.04 O 1,W B C D 220 1380 1710 1000 A TRANSIT MODE LOCAL BUS Alt TRAN TOTAL ! a AL , TRANSIT P R. T' P PER. TRIP TRANSir '1 TRANSIT 4 PERSON PA ITY 11022S51 CAPACITY I CAPACITY PERSON TRIP LOAD p a LOAO LOAD € LOAD a TRIP j EXCESS DESIGN DESIGN DES 1 Nam- DESIGN VOLUnaE yCAI'AGIYY (0) - )9) (10) _ (11) _._ (12) OM HEADWAY HEADWAY MIME. RIDERSHIP, DESIGN 07H PER E_G IOt4 PAX i LOAD PAX eacENT H PER NOURI FACTOR CAPACITY RIDERSHIP CORRIDOR TOTALS CORRIDOR CORIIIROR P -5e1 I CORR PERSOERSON 1 TR)P . PERSON TRIP EXCESS TRIP LUME CAPACITY S VEC (14) TRIP 5 707 2, 749 AUTO PERSON TRIPS m TRANatT PERSON TRIPS TOTAL PERSON TRIPS @RSON TRIPS =I 1 L FACTORS:T 2003-2008 Ann. Cat 4:1115dnr (Camp) . 1,0840 Nola: 5aaaalaly Adjusted Ease from Table 4 PROJECT VOLUME ASS BED Corridor l0lraetio0 Pr'31 At42 Ina NW Sat Street Inbound (EB) Outbound (WO) NW 8111 Strsel 37 37 Inbound ma) _..Okrax11,1031 92 volt* is km the year 2002 FOOT LOS tables LOS A & E not pos8Ebls under assumptions - other We. raatatta use PDO1 LIDS MOW ration Extatlnq vdume adWuMod to peak season Sstvy6rs's Wok TAP JAI 4745 TABLE 6 At' arltl l ComROPY Name YEAR 2004 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS RQAOwAYMOOD ..1 ROADWAY. t ROADWAY .I___ PER. TRIP ( ': PER. TRIP ROAOWAY 2603 ROADWAY fAPAC)TY i NAQWAY x VOLUME PER. TRIP IWADWAY • „ ORR VEHIC LAR .(2_10PV. I VEHICULAR GPPV. EXCESS PERSON TYPE CAPACITY' 1.6 : VOLUME";- 1.4 PER, TRIP TRIP jrtaae) _ .0) 12) 11 I HI 76) (6) (7) L05 N1N 2nd Awnua T.wa-uwv Vo(sni4 2.I19e Llndlvk1sd Adopted Apowabl 0+20 tiffs 1960 2,976 505 i 707 T ,269 0.24 J. a 1 NW 2nd Avenue LOSTABLE" 0.00 0.12 0.12 ......._098 0,59 0,93 0.94 9 0.99 1.00 1.00 D 6 — E NW 28d Avenue FOOT L05 Tide VoJW6e9 9 • — 190 —...0_._,.._-1.070 0 1,460 E 1 550 Ass TRANSIT MOO LOCAL BUS EXPRESS j RAILTRANI TOTAL TOTAL 1, TRANSIT PER. TRIP PER. TRIP .1 PER, TIP R' T1 AN9R fRANs(T CAPACITY I CAPACt0Y1PERSO N ' PERSON . CAPACITY , CAPACITY"' _TRIP aLOAD ■ ®LOAD. I@ LOAD .i0LOAD =; TRIP EXCESS DESIGN DESIGN DESIGN I DEStaN j VOLUME } CAPACITY (91 (9) i (10) I (111 (12) (13) r 0 — 0 0 I __: _..__._. . 0 f I 0 1 WI- AVG AVG --., HEADWAY SEATS RIDERSHIP' DESIGN BOTH PER PAX LOAD PAX „JPERCENT DIRECTIONS, VEH PER HOUR FACTOR 1 CAPAC1TY ARU0BR5HIP . 1 150.00% ' I 7' ,j_150.00% 150.00% i ., I 150,009E 1j1 WTAVG AVG "I HEADWAY SEATS -RIDER HIP DESIGN 1 BOTH PER PAX LOAD PAX (PERCENT DIPECTIQH VE)i PER HOUR FACTOR GAPAcrr RIDERBNIP j. 15000% Vaiulna Is from the yew 2002 FOOT LOS lobe's ExisJrtp volume 'Ogled is peek season RRS00 PERSON TRIP DAP 14 CORRIDOR TOT C R C+RRIDOR 1R>6".sN PERSON TRIP VOLUME CAPA 2,976 70 6 PERSON TRIP WC 1'7 11.03 0, AUTO PERSON TRIPE'. 707 100.09E TAMSIT P59e0N T9/P5 • (3 0.0% _ TOTAL PERSON TRIPSs 707 100.0% _ AF1TO 'PERSON TRIPS DANett P611SON 178P9 TOTAL PERSON TRIPS (11 S6wyar'$ Welk TAP JN .6746 • AtMdai 1 Con^idorN; NW 2116 Avenue Two•wey Velume TABLE 7 FUTURE YEAR (2008) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COME DEVELOPMENT AN ... -. ,,1RDADWAY ROADWAY I �. ..-_ i € PER. TRIP ' PER. WW1 ROAOWAYI 007 ! ROADWAY ' CAPACITY ROADWAY 1'l ILUA1 17 R. TR€P1 ROADWAY 1 OORR = VEHICULAR , aPPV= VEHECUTAR , Ot?PV• ., EXCESS 1 PERSON TYPE CAPACITY 1.6 VOLUME" 1.4 • PER, TR1P ' TRIP (Wes) ; (11 , I2t 1 (3) (4} (51 1 (8# 1 (7T _. Ltss, Adopted, I LS 1 too 1" -Ion 607 660 E*20 ; r 1060 J_ 2 126 0.29 S 1 1— MASS TRANSIT MODE LOCAL BUS' EXPRESS I RAIL TRAN TOTAL TOTAL TRANSIT PER. TRIP I PER. TRIP I PER, TRIP TRANSIT TRANSIT PERSON CAPACITY I CAPACITY' CAPACITY CAPACITY PERSON TRIP GLOAO.1 ® LOAD • I ® LOAD • e_t.OAO • TRIP EXCESS DESIGN 1 DESIGN ' DESIGN DESIGN VOLUME CAPACITY (41I 9 (10) 111) (12) (133) WT AVG HEADWAY j SEATS BOTH 1 PER 1IRECT10N51 VEH 0 AVG 0 RIDERSHIP DESIGN PAX LOAD PAX PER HOUR FACTOR CAPACI 150.00% r 150.00% 150.00% PERCENT' RIDERSHIP 150.00% 0 0 vet AVG AVG HEADWAY SEATS RIDERSHIP' GESION BOTH PER PM LOAD PAX PERCENT b)RECYIONS VEH PER HOUR FACTOR 160.00% APACrrY Rd0ERAHIP NW 2nd Avenue LOS TAKE" 0.00 _., 0,12.. 032 0,60 ._..._ 4,__ 0.89__ G 0,94 1 E NW 2nd Avenue FOOT L• Table 2003.2000 Ann. . 01' . r coal• • 1.0640 Nolo; Seeoona A6'ueted BA Sun Tabli 9 11.111111111111 PROJECT V•LU SASS NED pt1.• •.t..at-. MTIMMIIIMIIIIII N. Ms tSli Avenel! htbound ME 30 Outbound SB 30 !!!!!!!!!!!! OR TOTALS CORRIDOR CORRSOOR jCDRRIDOR.--PERSON • CORRIDOR! PER6-CN PERSON TRIP' ,L PtRS2N 'TIP SIP _ ErXCESS j} TRIP GAPACI"tV VOLUME TCa1PAC(V i V)C, (j41 r.. (15). "., (Id) j _ (17; AUTO PERSON TRIPS •i 0 TRANSIT PERSON 1RIC$•j.f- _6 TOTAL PERSON TRIPS =1 650 L AUTO PERSON TRIPS " 0 TROM'S PERSON MPS * 0 TOTAL PBk SHIN TRIPS •� ... 0 J-_ J VOWhie Is from the year 2602 FOOT LOS tables LO5 A d B not poaalhta under as$umpt€ona - ether vie cutoffs Ira* EMT LOS 16b14 ratios Existing volume edjueted to peak season Seisyer'o Welk TAP JN i 745 APPENDICES • APPENDIX A STUDY METHODOLOGY Sawyer's Walk (Overtown Urban Village) We are proposing on a traffic study and request your input as to the methodology and scope. The location is in the southeast corner ofNW 3`d Avenue and NW 8th Street in the City of Miami. The developers are proposing 1,254-residential units and about 75,000 sf of commercial space. Build -out is expected in 2008 The intersections we are proposing to study during the PM peak are as follows: • NW 3rd Avenue & NW 8th Street (signalized) • NW 3`d Avenue & NW 6"' Street (signalized) • NW 2"d Avenue & NW 8t" Street (signalized) • NW 2"d Avenue & NW 6th Street (signalized) • NW l st Avenue & NW 8'1' Street (signalized ) • NW 151 Avenue & NW 64h Street (unsignalized) • Site driveways) connecting to any public road The two arterials are as follows: • East/West — NW 5th and 6th Streets * North/South — N W 2'd Avenue Study area: • North: 1-395 • South: Flagler Street • East: Miami Avenue • West:I-95 Other Considerations: * We plan to use the 7th edition of1TE's Trip Generation to estimate site traffic, • We plan to show the impacts in year 2008 at full build out • We plan to use the MUATS model for site traffic distribution. * We will use FDOTs 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 ail 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. 4 We will research the TIP and LRTP for future roadway improvements. • We will provide TCM recommendations. a We will perform a queuing analysis, if the development is planning a gated entry. • • APPENDIX B TRAFFIC VOLUME DATA • GEOMETRY • NW Eth Street Westbound [ S:ao. Tilos ."--ak Halo Flom :61* to 11 45. Pco5 1 of 1 : . Intersection 16:45 Volume 106 14 59 9 21 Percent 50.7 6.7 28.2 4.3 10.0 Volume 106 14 59 9 21 209 Volume 35 2 12 2 5 6 Peak Factor High int i 7:00 Volume 26 3 18 3 11 61 Peak Factor SPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 1376 Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 • 410 I-95 RTOR 1,95 1 1 RTOR Rivia RieN 1 App. Toui 209 0.857 File Name 5745-N W3AV®8STPM Site Code : 57453077 Start Data : 06/21/2405 Page :2 NW 3rd Avenue Northbound RTOR Risk App. 1."'l 36 812 400 2 52 2.8 62 4 30.7 0.2 4.0 36 812 400 2 52 8 157 136 1 20 , NW 81h Street Eastbound Left Tboa App. Total 1302 28 75 171 274 10.2 27.4 62 4 1302 28 75 171 274 3221 7 23 49 79 17:00 14 207 97 0 11 329 0.989 17:15 7 23 49 79 0.867 18Ramp • r 5051 Ave in T cital 6051 '3/21.12005 4:45:0D PM 512112005 5:30:00 PM All Vehicles Left Left Thru Right 8121 4001 8.11 1 1-1 1 13021 Out in Total NW 3rdAvenue 1 13021 Total 1785 1785 457 0.976 CVcetrter: 3077) 3076 need 0y: PCC / DAB Clear W 3rd Avenue is Oneway NB Stan Tie iiws& 16:00 16:15 16:30 16:45 Total 17:00 17:15 17:30 17:45 Total Grand Total Apprch % Total % 23 14 16 15 68 26 35 30 25 116 184 49.9 5.8 3 2 4 10 TRANSPORT ANALYSIS PROFESSIONALS, Inc_ 8701 SW 137th Avenue, Suite 21€1 Miami, Florida 33183 Phone: (395)385-0777 Fax: (305)385-9997 Group Printed- All Vehicles l W 8th Street NW 3rd Avenue estbonnd Northbound �5 : ATttA - 1.0 "s.0 36 7 15 15 53 18 12 14 8 52 32 105 8.7 28.5 1.0 3.3 5 N0 Rarnp Z 0 H l- 3 2 3 4 12 19 5.1 0.6 11 5 2 2 20 29 7.9 0.9 216 182 228 270 159 20 896 14 61 56 50 43 210 369 11.6 14 8 11 6 39 207 157 178 184 726 259 231 279 328 32 l09 97 0 11 136 1 20 126 0 8 64 0 15 423 1 54 59 1622 568 2.5 69.3 24.3 1.8 50.8 37.8 NW 3rd Avemre Out In Total 1 7541 L__ 1 L_ 7541 North 5/2112005 4:00:00 PM JJ21I2005 5:45:00 PM An Vehicles 5 0.2 0,2 41 I-95 T r Left Leff Thru Right 59j 16221 5551 911 1 E 1 i 1 33401 f z+ao1 Out In Total NW 3rd Avert= 01 329 322 323 269 1243 86 2340 3.7 2.7 73.4 10 7 5 11 33 File Name :5745-1,NW3AVt.8STPNI Site Code : 57453077 Start Date : 0612112005 Page ]4o : 3 NW 81h Street Eastbound 15 23 18 16 72 22 2I6, 1472 39 49 43 29 160 64 79 66 56 265 454 457 439 368 8 61 138 282 481 31941 12.7 28.7 58.6 1.9 4.3 8.8 15.1 TRANSPORT ANALYSIS PROFESSIONALS, Inc® 87€1 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone (305)385-0777 Fax: (305)385-9997 • Fs1e Name : 5745-NW3AV@ P Site Code : 37453377 Start Date : O5r21t2OS Page No : 3 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW i37th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)3.85-0777 Fax: (305)385-9997 Start Mut houp roen 46:017 to 17:45 -Pio liersection 16.45 Volume 4 98 14 45 16/ Permit 2.5 60.9 8.7 MO Volume 4 98 14 45 36 Volume 2 22 3 7 34 eak Factor High Int. 16:45 Volume 1 :ak Factor • 26 5 13 45 9.894 16 124 10.3 79,5 16 124 5 25 17:30 3 40 5.1 8 8 156 51 245 72,7 8 8 156 51 245 2 2 34 11 68 5.1 4 2 49 0.796 12 29 337 3.6 8.6 12 29 337 2 8 89 7:01.1 LS 67 6 8 99 0.851 File Name : 5745-1kiW2@8EW Skc Cod : 57453077 Sian Date 06123/2005 Page :2 29 123 10 11 6.8 71.1 5 8 6.4 29 123 10 11 11 40 3 3 17:15 11 40 3 3 57 0.759 0, 1. Ca ".7 n) C.1 NW 2nd Averme Out hi Total r 290 NEB MED 96 eft N 005 4:45:00 PM 3O0D5 5:30:00 PM All Vehictos 1 1351 +1 Left out In Total NW rel Avenue 11112331111111:11 =MOM 1111-1,1 0 827 173 1 827 214 .966 Counter 3077 ted 13y: PCC Clear TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 13703 Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Gron s FTineed- All Vehicles NW 2nd Avenue [ NW 8th 5lrect Northbound _ Eastbound File Name : 5745-NW2 rJi 8PM Site Code :57453077 Start Date : 06/23/2005 Page No : 1 Stan Time Fedor 16:00 16:15 16:30 16:A5 Total NW 2nd Avenue Southbound App. Total NW 8th Street Westbound stc RTOR Right €.ct1 RTOR 1.0 i i.D S.0 1.01 1.0 2 24 3 10 39 8 11 3 2 19 3 12 36 1 2 8 0 0 27 4 15 46 8 13 2 1 26 5 13 45 3 28 1 5 96 15 50 166. 21 60 6 Thai App. Tani 1.0 1 1 23 0 10 3 26 3 35 7 94 17:00 0 27 3 14 44 5 31 i 1 38 17:15 2 22 3 7 34 5 25 2 2 34 17.330 1 23 3 11 38 3 40 4 2 49 17:45 1 17 2 11 31 4 17 I 2 24 Total 4 89 11 43 147 37 113 8 7 145 Grand Total 9 185 26 93 313 38 173 14 14 239 Appreh % 2.9 59.1 8.3 29.7 15.9 72.4 5.9 5.9 Total % 0.6 12.3 1.7 6.2 20.9 2.5 11.5 0.9 0.9 16.0 • Right App. Tale Left"Stint 3` RT0R 1.0 1.0 # 11 1 1.0 14 58 4 7 83 14 50 2 4 70 5 64 2 3 74 16 65 2 5 88 • 49 237 10 19 315 3.e.R 1.0 4 4 7 6 21 18 67 6 8 99 7 11 68 2 8 84 11 6 45 2 8 61q 5 6 50 1 8 63 4 41 230 it 32 314 90 467 21 51 14.3 742 3.3 8.1 6.0 31.2 1.4 3.4 42.0 629 t.a 26 '24 24 28 102 RIM Rom. fl1 1.0, App. 1 Sa6. Ta1s1 Taub 0 5 35 180 2 1 31 147 4 u 37 183 2 3 39 207 8 11 142 717 18 1 2 28 40 3 3 57 37 4 3 49 29 2 6 4I 27 124 10 14 175 48 226 18 25 317 15,1 71.3 5.7 7.9 3.2 15.1 1.2 1.7 21.2 T Noed, '3123/2005 4:00:00 PM 3/2312005 5:45:00 PM AO Vehicles r4 Left Thre Rtigl4 001 4671 721 1 { raj L 895E Out In eta/ NW 2nd Aver ue I 2681 209 214 197 161 781 1498 SPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Fite Nance : 5?45-NW2@SPM Site Code : 57453077 Start Date : O5123i2035 Page Ncs : 3 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW t37thAvenue,Sde2lO Miami, Florida 33183 Moe: (305)385-0777 Fax: (305)385-9997 NW 3tzi Avenue Southbound 1 5444-9 Time Left j 11444 Ri How- Flom 95.00 P4 47:45 - Po& or 9 Intersection 16:45 Volume 0 0 0 0 Pont 0.0 0,C 0.0 0.0 Votume 0 0 0 0 Volume 0 0 0 0 Peak Factor . High Iril. 3:45:00 PM Volume 0 0 Peak Factor • 40 0 Fite Name 5745-nw3@6apre Site Code 5745307/ Start Date 06/22/2005 Page No :2 NW 6th Street Eastbound 0 0 0.0 0.0 0 0 0 0 3:45:00 PM App. 1.4444 1/1 0 0.0 0 0 0 0 NW 611/Street Westbound 'lbw TOR 448 63.9 448 133 67 9.6 67 14 14: P- o 9 186 701 26.5 186 701 47 194 :00 0 133 14 47 194 0.903 2 0.2 2 0 NW 3rd Avenue Northbound T-011 mt Righs 139 12.0 139 36 102 2 87.9 102 2 292 0 0 0.0 0 1163 1163 328 7:00 0 36 292 0 328 0.886 NW 31'd Avenue Oul In Totn9 12751 111111111111MID Peds 005 4:45400 M /22/2005 5:30:00 PM All VeeS 0 -99 le4le Pc45 Aol Totz9 0 0 01 1864 0.0 0.0 0 0 0 1864 0 0 0 522 0.893 Counter: 3077 Or By: Pee Drizzle Start 'Film Famor 16:00 16:15 16313 16:45 Total NW 3rd enue Southbound 1.0 T Am. Tocol 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000 'SPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Faxi (305)385-9997 Groups Printed- Ail Vehicles NW 6th Street NW 3rd Avenue westbound Northbound Am - ' LTOR Leh Thru Twat 1 0 1 1.0 1 0 1 0 82 23 55 360 0 19 208 0 227 0 70 75 38 113 2 22 158 0 182 0 105 30 41 176 0 14 182 0 196 0 45 17 57 169 0 30 227 0 257 0 352 95 171 618 - 85 775 0 862 17;00 0 0 0 0 0 0 133 14 47 194 /7:15 0 0 0 0 0 0 i33 1 i 44 188 17:30 0 0 0 0 0 0 87 25 38 150 17:45 0 0 0 0 0 0 85 37 12 134 Total 0 0 0 0 0 0 438 87 141 666 Grand Total 0 0 0 0 A prat % 0.0 0.0 0.0 0.0 Total % 0.0 0.0 0.0 0.0 0.0 • 0 790 182 312 1284 0.0 61.5 14.2 24.3 0.0 24.0 5.5 9.5 39.1 0 36 292 0 328 2 44 276 0 322 0 29 227 0 256 3 28 204 0 235 5 137 999 0 1141 177 7 222 0 2003 4 0.3 11.1 88.6 0.0 0.2 6.8 54.0 0.0 60.9 0 0 0 0 0 0 0 0 0 File Name 5745-mv3@6stpzu Silo Code . 57453077 Start Date : 06/22(2005 Pep No :3 MW fith Street Eastbound Right Peds ADP Taut mai 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01 1480 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 387 295 372 426 522 0 510 0 406 0 369 0.0 0.0 0.0 0.0 9,9 31.0 0.0 0.0 0.31 t ni 22saj MW 3rd Avenue in Total 226e1 1111111111111101111111111111 111111113111•11111111111 Left Peas zr Ira North rit22,200.5 4:001* PM W22120355:46:00 PM All Vehicles 4-1 Ttau PIgM 1 22gi 17/41 ta1 20031 20031 Otrl In Total NW 3rd Avenue 8 3287 * TRANSPORT ANALYSIS PROFESSIONALS, bc 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Fite Name : 5745-NW3(§6STPM Site Code : 57453077 Start Date : 015f22/2005 Page No : 3 TRANSPORT ANALYSIS PROFESSIONALS, Int. 8701 SW I 37th Ayeriue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 tax: (305)385-9997 r-- AVCEILIC SOUthbOUnd %AC [ Tbru LRTOR Rig 1 6:6.4) 17.45 - Ptak ; tersectgon 16:30 VO1i/3W 0 I 18 4 23 145 Per:ecru 0.0 81.4 2.8 15.9 Volume 0 1 18 4 23 145 Volume 0 24 1 10 35 'eak Factor High Int. 16:30 Volume 0 33 1 7 41 " 'eak Factor • App. Taub 0.884 File Name 5745-NW2@6PM Site ecde : 57453076 Sian Dale : 06/2312005 Page No : 2 NW 61h Sheet NW 2ud Aveaia NW 6111 Street Westbound Northbound 1 E.tasihound ft RTOR Tuts! Righl Pas I A:Pp. Thro u ?oat APP. Ins Toast 7_1. 1€:491 Tet_g..1 _ 50 503 41 53 647 218 253 0 0 471 1 0 0 0 0 0 1263 7.7 77.7 6.3 8.2 46.3 53.7 0 0 0.0 0.0 0,0 0.0 0.0 50 503 41 53 647 218 253 0 0 471 0 : 0 0 0 0 1263 1314913141896372001350000 0 359 0880 17:00 33 149 13 14 189 0.856 7:0E1 3:45:00 PM 63 72 0 0 135 0.872 NW 2n Avenue In Total _347j L 146 1- 4921 0. North 82064:30:00 P 312003 5.:15:00 PM Vkll Vehicles +.1 Left TILiu Peas 1-171.13 253 01 0 1 , 168j L 471j 63§I OM In Tani NW nd A Cunten: 3076 liked B DA Ciar W 6th IS Oneway TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Fiorida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- All Vehicles Narne 5745-NW2®6PM Site Code : 57453076 Stara Date : 06r23/2095 Page No :1 NW 2nd Avenue Southbtun1 NW 6th Soe1 Westbound NW 2nd Avenue Northbound II W filti 5 !reel Eastbound API' IA' 1 r Start 'time 4 Fa i 1 u i 1 AN tITOttL ' Totat 9 g Loit iO 11tle 1-Ritehe Amai Left -1-taa Iliitie. Pecis i APP 1 Lett 1 t "Ilt- 7 Right i'arla 1 11tnal 1-1.3t0 - --4.- . -0 1. 0,..,, i 16:00 .9 0 .9 27 1 .91--- 2 30 8 125 5 9 147 30 75 8 0 105 0 0 0 0 282 16:15 0 24 0 4 28 8 83 5 11 107 51 49 0 0 100 0 0 0 0 0 235 16:30 0 33 1 7 41 14 123 13 14 164 48 52 0 0 1 0 0 0 0 0 9 305 13 269 - 16:45 -Ttroal 0 II 26 i J 0 2 3 31 11 41 95 426 11 34 12 46 129 49 1 8 60 236 0 0 0 0 1 9 4 4 0 0 D 0 0 00 0 OfTT 4 16 130 547 17:00 0 24 ! 10 35 17:15 0 35 0 3 38 17:39 0 18 1 6 25 /7:45 0 2i 2 6 29 TM! 0 98 4 25 127 13 149 13 14 189 63 72 9 0 135 0 0 0 0 13 359 12 136 4 13 165 58 69 0 0 127 0 0 0 0 0 330 14 99 8 2 123 39 55 0 0 94 0 0 0 0 0 242 5 90 7 9 1 ! I 19 45 0 0 64 0 0 0 0 0204 44 474 32 38 588 179 241 0 0 420 0 0 8 0 Qr 1135 Grand Total 0 208 8 41 257 85 900 66 84 1135 Apinch % 0.0 80.9 3.1 16.0 7.5 79.3 5.8 7.4 Total % 0.0 9.3 U.4 1.8 11.5 3.8 40.4 3.0 3,8 51.0 10 • t1 0. 357 477 0 0 42.8 57.2 0_0 0.0 16.0 21.4 0 0 0.0 37.5 Avenue In Tani 6541 1 . F:rt Thru LeIt • I '4 North 5/2005 4:00:00 Phn 2005 5:4500 PM All Vehicles T Let Thru ht Peds 3571 477 alk3111110 L ; 2935 E4 L112Z1 Ott In Total NW 2nd Avenue 834 0 0 0 0 0.0 O.° 13.0 0.0 0.0 0.0 0,0 0.0 c 0 ! 2226 - 0,0 T A SPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW i 37th Avenue, Suit 210 Miami, Florida 33183 Phone:(305)385-0777 Fax: (305)385-9997 • • Face Name : 5745-14W2e6PM Sskc Code ' 57453076 Start Date . 06/217005 Page No : 3 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 SLAII Time I L._. PM. Hoer Front WOO is )71 I: ) e,f1 intersectio 16:30 Volume 2 15 17 0 34 8 101 18 0 127 21 135 19 0 17.5 87 89 ' 14 0 190 n Percent. 5.9 44.1 50.0 0.0 6.3 79.5 14.2 0.0 12.0 77.1 10.9 0,0 45.8 46,8 7.4 0.0 Volume 2 15 17 0 34 B 101 18 0 127 21 135 19 0 175 87 89 14 0 190 Volume 1 2 3 0 6 0 28 6 0 34 6 33 7 0 46 26 30 5 0 61 Peak Factor • High Int, 16:30 16:30 17:00 17:15 • Volume 0 4 9 0 13 3 31 5 0 39 7 35 8 0 50 26 30 : 5 0 61 Peak 0,779 0.654 0_814 0.875 • • . Factor .• • NW lat Avenue Sou bound • Stree n iSt Avenue orthbound File Name : 5745-owl@nw8prn Site Code ; 574.53077 Start Date : 06/2712005 page No :2 NW 8111 Street Eastbound 0r27/2005 4:30:03 PM 6t27/2005 5: 1.5:00 PM AN Vehicles App. I Int TcAsi Toul 26 526 147 0.895 .-entes: 3077 riled By: PCC cather: Clear Other: NB/SB Stop Coutrolied Start Tim L.44 NW ist Avenue Southbound T Factvr I &00, 16:15 16:30 16:45 Total 17:00 17:15 17:30 17:45 Total Grand Total Appreh % 8.1 45.2 46.8 0.0 Total % 0.5 3.0 3.1 0.0 6.7 1_0 0 1 4 9 0 0 8 1 0 1 18 16 t 5 Pect.1 .0 3 0 3 0 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 App. tz, Toul 8. 0 5 3 13 3 9 3 35 9 1 1 4 0 1 2 3 0 6 1 4 5 0 10 I 3 1 0 5 4 10 33 0 27 5 28 29 0 62 Groups Printed- Ali Vehicles NW 8th Street NW I st Avenue WestboundNorthbound rbto kiltm t ret,vg ttit Tom o o ro Lai to 22 3 0 4 23 7 2 30 4 37 0 112 14 31 7 25 4 31 5 22 3 109 19 2 20 4 0 28 6 1 18 4 0 12 4 3 78 18 0 0 0 0 38 32 39 28 137 0 26 0 34 0 23 0 16 0 99 12 187 37 0 236 5.1 79.2 15.7 0.0 1.3 20.1 4.0 0.0 25.3 2 6 14 7 35 6 33 2 21 1 20 16 109 Filo Nanie 5745-awl@ow8prn Site Code : 57453077 Start Date 06/27/2005 Page No : 3 14 8th Street Eastbound la Pas App. 1111, Teua 0 0 0 0 27 34 36 43 140 8 0 50 7 0 46 7 0 30 2 0 23 24 0 149 30 221 38 0 2 9 0.4 76.5 13.1 0.0 3.2 23.7 4 1 0.0 31.0 10 15 11 21 20 67 20 26 25 17 88 , 20 28 22 14 84 23 30 13 19 85 1,0 t. 2 0 1 0 1 0 5 0 9 0 1 40 44 39 160 55 1691 21 0 345 44.9 99.01 6.1 0.0 16.6 18.11 2.3 0.0 37.0 • 40 r 4131 NW 1st Avenue 0u In Tclal 475.1 111111111111111111111110 MEEM11111111111Et eft Petty Ttau North 5271200541:00:00 PM 3/27/2005 5A5:01:1 PM All Vehicles Lel! Thu Right Peds 221r 381 131 1 zs..91 350i Oul In Total NV 1st AVent.t0 1 all 0 130 111 132 119 472 932 • • TRANSPORT ANALYSIS PROFESSIONALS, Inca 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (395)385-0777 Fax: (305)385-9997 Fa3e'4�wive : 5745-NWf €QiNWS M Site Code _ 57453011 Start Date : 06/2712€ O5 Page 3 TR./IMPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 NW 4 Avenue Sou/Mound Slav Time Lel Tbrie Riga eak How Feam S,-OOI 7.45 Petis.k 1 al Interseetio 16:30 n Vottune 0 20 14 Percent 0.0 58.8 41.2 Volume 0 20 34 Volume 0 4 Peak Factor High Int. 16,45 Volume Peak Factor 410 cds P. Tovel Left NW a Street Westbound • 1 Peede. 0 34 0.0 O 34 O 5 0 16 0.531 App. -PAW NW ISIAvue ortbbound Riet Pe& 1 App. Taal File Name 5745-NW /WPM Site- Code :57453076 Start Date 06/27E2005 page No : 2 NW bib Street Esthomd Ll Thru i Right 1 22 415 27 0 464 49 151 0 0 200. 0 4 0 0 4.7 89.4 5.8 0.0 24.5 75.5 0.0 0.0 0.0 033 0.0 0.0 22 415 27 0 464 49 151 0 0 200 0 0 0 0 4 126 8 0 138 13 42 0 0 55 0 0 0 0 17:15 17:00 i 3:45:04 PM 4 126 8 9 138 17 42 0 0 59 0.841 0.847 _t NWtstAenue in To North 42112DC15 4:30:00 PM 6127/2005 5:1500 PM All Vehicles LeS Thra ht Peas 421 Out In TOW! NVV. st AVellete 2471 z rn 11 698 698 198 0.881 0 Sum Term 16:00 0 4 2 0 6 16:15 0 2 5 0 16:30 0 2 6 0 16:45 0 9 7 0 16 Total 0 17 20 0 3? fir-minter; 3076 tined By: DAB ,tather: Clear Other: N13/SB Slop Controlled TRANSPORT ANALYSIS PROFESSIONALS, Inc„ 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-9777 Fax: (305)385-9997 Groups Printed- A11 Vehicles NW 1t1Avenue NW 61 Street NW 1st Avenue NW6thStrcet mum/Westbound Northbound Eastbouad 112112111Elliffil IIIIIIIIIIIIIIIIIIIIIIIIHIIIIIIIIIIB File Name : 5795-NWR416PM Site Cede : 57953476 Start Date : 06/27/2005 Page No :1 EICSIMCMINIC=C2112116311:1 1111111111111111111-11MIMME1111110131111111111111111111M11013•11= .0 1 6 92 20 27 4 83 6 0 93 3 29 0 32 0 0 0 0 4 111 9 0 124 6 27 0 0 33 0 0 0 0 6 82 4 0 92 13 40 0 0 53 0 0 0 0 0 15 362 24 040129116001450000 0 3 7:00 0 4 3 0 5 4 126 8 0 138 1715 0 5 0 0 5 8 96 6 0 110 17:30 0 6 1 0 7 4 81 7 0 92 17:45 0 4 1 0 5 4 75 2 0 81 Total 0 19 3 0 22 20 378 23 0 421 Grand 0 36 23 0 59 Total Apprch % 0.0 61.0 39.0 0.0 Total % 0.0 3.0 .9 0.0 9.8 35 790 47 0 822 4.3 90.0 5.7 0.0 2.9 60.7 3.9 0.0 67.9 13 42 0 0 55 17 42 0 0 59 18 23 0 0 41 14 24 0 0 38 62 131 0 0 193 91 247 0 0 338 26.9 73.1 0.0 0.0 7.5 20.3 0.0 0.0 27.7 'Rutz 1.0! 125 132 165 161 583 O 0 0 0 0 198 O 0 0 0 0 174 O 0; 0 0 0 140 O 1Y 0 0 0 124 0 0, 0 0 0 636 0 0 0 01219 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 • 1s1 Avenue In Total 1 North 6/27/2005 4:00:00 PM 627/2005 5:45:00 PM All Vehicles I 711 Reds 4091 this In Total NW 1st Avenue TRANSPORT ANALYSIS PROFESSIONALS, Dice 870) SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 1ax: (305)385-9997 • • fiie Name 5745-N WI@ 6PM Site Code 157453076 tart Date 06/27/2005 Pogo No ; 3 Site ID : 5745-EB1* Info 1 : NW 5th Street W/0 info 2 : NW 2nd Avenue 0 24/05 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 1 2029 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Single Channel 15 Minute Final Report (page 2 of Start Date Jun 22, 2005 Wed End Date Jun 23, 2005 Thu Adj. Factor: 1.00 Page 4 2) ************* ALL DAYS AVERAGED Hour 1-EB Hour .Starts 0 15 30 45 Total AM 12 9 5 5 5 24 1 4 2 5 5 15 2 6 4 3 2 14 3 4 3 4 7 17 4 2 6 12 15 33 5 12 16 40 75 143. 6 67 97 131 188 483 7 182 195 257 316 950 6 259 273 247 257 1036 9 248 191 181 185 804 163 153 139 130 584 .1_ 143 134 130 128 534 4I1PN 12 126 126 118 114 483 1 115 131 126 124 495 2 101 106 102 114 422 3 106 99 95 90 389 4 76 79 82 81 3171 5 102 128 116 85 430 6 67 60 54 43 223 7 39 34 30 25 127 8 29 23 27 18 96 9 14 15 27 19 74 10 19 10 19 19 66 11 8 12 11 11 41 TOTALS 7794 AVERAGE 40.6 period 162.4 2eak AM Hour is *** 7:30am to 8:30am Volume Lane 1 : 1105 Peak Hour Factor : 0.874 Peak / Day Total : 0.142 '-eak PM Hour is *** 1:00pm to 2:00pm Lane 1 : 496 ?ak Hour Factor : 0.947 ?eak / Day Total : 0.064 • * * * *** 06/24/05 11:2029 Site ID Info 1 Info 2 TRANSPORT ANALYSIS PROFESSIONALS Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-365-0777 * * * : 5745-EB1* : NW Sth Street W/O NW 2nd Avenue Single channel 15 Minute Lane 1-Normal, Axle, /2 *** Date Factor Page I : Jun 22, 2005 Wed 1.00 Hour Starts 1-EB 15 30 Hour 45 Total AM 12 1 2 3 4 5 6 7 8 9 Aft pm lip 12 1 2 3 4 5 6 7 8 9 10 11 10 7 4 7 4 2 3 9 6 5 4 3 3 4 3 8 2 7 15 14 10 17 46 85 72 95 130 179 179 204 237 312 249 267 256 260 247 194 200 186 172 171 143 143 137 137 121 122 135 118 120 134 134 137 129 130 98 93 93 103 99 88 93 82 82 79 83 91 102 135 119 80 77 61 49 40 29 24 32 26 33 23 21 19 11 13 24 25 15 10 19 16 7 11 9 10 28 18 18 18 38 158 476 932 1032 827 629 517 507 530 387 362 335 436 227 111 96 73 60 37 TOTALS VERAGE 7852 81.8 period 327.2 2eak AM Hour is *** Volume Lane 1 . Peak Hour Factor Peak / Day Total eak PM Hour is *** Lane 1 aak Hour Factor Peak / Day Total • 7:45am to 8:45am 1084 0.869 0.138 12:45pm to 534 0.974 0.068 * * * 1:45pm * * * 06/24/05 I1.:20:29 TRANSPORT ANALYSIS PROFESSIONALS, .Inc 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0 7 77 *** Single. Channel 15 Minute Site ID : 5745--EB1.* Info 1 : NW 5th Street W/O Info 2 : NW 2nd Avenue Lane 1-Normal, Axle, /2 *** Page: 2 Date : Jun 23, 2005 Thu Factor 1.00 Hour 1-EB Hour starts 0 15 30 45 Total AM 12 8 3 5 3 19 1 3 1 7 1 12 2 5 2 1 1 9 3 5 2 4 5 16 4 1 4 8 15 28 5 14 15 33 65 127 6 62 99 132 196 489 7 185 186 277 320 968 8 269 278 238 254 1039 9 248 188 162 183 781 ,-----1 153 135 134 117 539 149 131 138 133 551 .PM 12 117 133 115 94 459 1 95 124 123 118 460 2 103 119 110 125 457 3 113 109 96 98 416 4 69 79 80 71 299 5 101 120 112 90 423 6 56 58 59 45 218 7 49 43 27 23 142 8 24 22 32 17 95 9 16 17 30 12 75 10 23 9 18 21 71 11 9 12 12 11 44 TOTALS 7737 AVERAGE 80.6 period 322.4 eak AM Hour is *** 7:30am to 8:30am Volume Lane 1 1144 Peak Hour Factor . 0.894 Peak / Day Total 0.148 -?.ak PM Hour is *** 1:15pm to 2:15pm ;volume Lane 1 : 468 ak Hour Factor : 0.944 teak / Day Total 0.060 * * * 06/24/05 11:20:29 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 <************* Single channel 15 Minute Final Report (page I of 2) Site ID : 5745-EB1* Info 1 m NW 5th Street W/0 Info 2 : NW 2nd Avenue Start Date End Date Adj. Factor: Page: 3 ***********is* Jun 22, 2005 Wed Jun 23, 2005 Thu 1.00 ALL DAYS COMBINED Hour 1-EB Hour ;tarts 0 15 30 45 Total AM 12 18 10 9 10 47 1 7 3 10 10 30 2 11 7 5 4 27 3 8 6 7 13 34 4 3 11 23 29 66 5 24 32 79 150 285 6 134 194 262 375 965 7 364 390 514 632 1900 8 518 545 494 514 2071 9 495 382 362 369 1608 325 306 277 260 1168 _, 286 268 259 255 1068 4,M2 252 251 235 228 966 1 229 261 252 248 990 2 201 212 203 228 844 3 212 197 189 180 778 4 151 158 163 162 634 5 203 255 231 170 859 6 133 119 108 85 445 7 78 67 59 49 253 8 57 45 53 36 191 9 27 30 54 37 148 10 38 19 37 37 131 11 16 23 21 21 81 TOTALS 15589 AVERAGE 162.4 period 649.5 teak AM Hour is *** 7:30am to 8:30am Volume Lane 1 : 2209 Peak Hour Factor 0.874 Peak / Day Total 0.142 "'eak PM Hour is *** 1:0Opm to 2:00pm ^fume Lane 1 : 990 ak Hour Factor 0.948 Peak / Day Total 0.064 • * * * 06/24.05 1120:30 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 ************** Single Channel 15 Minute Final Report (page Site ID 5745 -WB1* Info 1 NW 6th Street EJD Info 2 : NW 2nd Avenue Page: 4 2) ************* Start Date: Jun 22, 2005 Wed End Date : .3un. 23, 2005 Thu Adj. Factor: 1.00 ALL DAYS AVERAGED Tour 1-WE Hour Starts 0 15 30 45 Total AM 12 6 2 3 3 14 1 2 2 2 2 7 2 2 0 1 1 3 3 1 1 1 1 3 4 2 2 2 1 6 5 8 4 6 8 25 6 21 17 20 24 81 7 31 37 34 60 162 8 53 57 51 57 217 9 48 44 41 52 185 �'C 55 51 52 53 210 L 114 63 77 76 330 PM 411 12 85 60 69 97 310 1 79 77 70 61 286 2 63 72 73 85 293 3 87 85 115 93 379 4 128 91 116 113 447 t. 5 141 141 120 109 511 ( 6 97 111 60 59 327 7 58 58 54 36 205 8 27 23 24 22 96 9 23 9 9 8 48 10 11 7 6 4 28 11 2 5 4 3 13 -TOTALS 4180 AVERAGE 21.8 period 87.1 2eak AM Hour is *** 11:00am to 12:00pm Volume Lane 1 : 330 Peak Hour Factor 0.724 Peak / Day Total 0.079 °eak PM Hour is *** 4:45pm to 5:45pm Volume Lane 1 : 515 aak Hour Factor _ 0.913 oak / Day Total 0.123 *** '06/24/05 11:20:30 TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 * * * Site J. 5745-WB1* Info 1 : NW 6th Street E/O Info 2 : NW 2nd Avenue Page.: 1 Single Channel 15 Minute *** Date 1: Jun 22, 2005 Wed Factor 1.00 Lane 1-Normal, Axle, /2 Hour 1-WB Hour 'Marts 0 15 30 45 Total AM 12 8 3 5 5 21 1 3 3 3 1 10 2 0 0 1 2 3 3 1 0 1 1 3 4 2 2 2 1 7 5 13 6 5 10 34 6 20 17 18 22 77 7 25 39 27 70 161 8 46 48 50 58 202 9 54 51 38 50 193 67 54 71 57 249 179 83 61 72 395 411.2 87 66 61 111 325 1 88 73 74 66 301 2 63 73 76 93 305 3 78 83 132 94 387 4 126 87 111 124 448 5 137 128 126 117 508 6 106 122 54 54 336 7 59 55 55 48 217 8 34 30 28 21 113 9 24 9 11 9 53 10 10 4 4 3 21 11 1 5 3 4 13 TOTALS 4382 AVERAGE 45.6 period 182.6 _eak AM Hour is *** 11:00am to 12:00pm Volume Lane 1 : 395 Peak Hour Factor : 0.552 Peak / Day Total : 0.090 peak PM Hour is.*** 4:45pm to 5:45pm Volume Lane 1 : 515 ak Hour Factor : 0.940 / Day Total : 0.118 * * * * * * 06/24/05 11:20:30 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 * * * Single Channel 15 Minute Site ID ; 5745-WB1* Info 1 : NW 6th Street E/0 Info 2 : NW 2nd Avenue Lane 1-Normal, Axle, /2 *** Page: 2 Date : Jun 23, 2005 Thu Factor: 1.08 Hour 1-WB Hour Starts 0 15 30 45 Total AM 12 4 a 1 0 6 1 0 0 0 3 3 2 3 0 0 0 3 3 1 1 1 0 3 4 1 2 1 1 5 5 3 2 6 5 16 6 21 1/ 21 26 65 7 37 35 41 49 162 8 59 66 52 55 232 9 42 37 44 53. 176 ----1 42 47 33 48 170 ..E. 49 43 93 80 265 411 PM 12 83 53 77 82 295 1 69 81 65 55 270 2 63 71 70 77 281 3 95 86 98 91 370 4 129 95 121 101 446 5 145 154 114 100 513 6 88 100 66 63 317 7 56 61 52 23 192 8 20 16 20 23 79 9 22 8 7 6 43 10 12 10 8 4 34 11 2 4 4 2 12 TOTALS 3978 NVERAGE 41.4 period 165.8 Peak AM Hour is *** 11:00am to 12:00pm Volume Lane 1 : 265 Peak Hour Factor : 0.712 Peak / Day Total 0.067 -eak PM Hour is *** 4:30pm to 5:30pm Lane 1 : 521 ..ak Hour Factor 0.846 teak / Day Total 0,131 • * * * * * * 06 24/05 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 11:2030 8701 SW 137th Avenue, Suite 210 41,- Miami. Florida 33183 305-385-0777 k************* Single Channel 15 Minute Final Report (page 1 of 2) Site ID : 5745-W131* Start Date Jun 22, 2005 Wed Info 1 NW 6th Street E/O End Date Jun 23, 2005 Thu Info 2 : NW 2nd Avenue Adj. Factor: 1.00 Page: 3 ************* ALL DAYS COMBINED Hour 1-WE Hour 5tarts 0 15 30 45 Total AM 12 2 3 a 5 12 4 6 5 27 3 3 3 4 13 3 0 1 2 6 2 1 2 1 6 3 4 3 2 12 16 8 11 15 50 6 41 34 39 48 162 7 62 74 68 119 323 8 105 114 102 113 434 9 96 88 82 103 369 109 101 104 105 419 • 228 126 154 152 660 SPm 12 170 119 138 193 620 1 157 154 139 121 571 2 126 144 146 170 586 3 173 169 230 185 757 4 255 182 232 225 894 5 282 282 240 217 1021 6 194 222 120 117 653 7 115 116 107 71 409 8 54 46 48 44 192 9 46 17 18 15 96 10 22 14 12 7 55 11 3 9 7 6 25 z •41(i. • - TOTALS 8360 AVERAGE 87.1 period 348.3 _sak AM Hour is *** 11:00am to 12:00pm Volume Lane 1 : 660 Peak Hour Factor 0.724 Peak / Day Total 0.079 peak PM Hour is *** 4:45pm to 5:45pm y-olume Lane 1 : 1029 ak Hour Factor 0.912 teak / Day Total 0.123 * * * * p'122/05 0.23:32 *************** Site ID : 5745-NB&SB* Info 1 : NW 2nd Avenue N/O Info 2 0 NW 6th Street TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-365-0777 Dual Channel 15 Minute Final Report (page 2 of 2) Start Date ' : Jun 22, 2005 Wed End Date Jun 23, 2005 Thu Adj. Factor: 1.00 Page: 4 ************** ALL DAYS AVERAGED Hour Hour 1-NB 2-SB lour Starts 0 15 30 45 Total 15 30 45 Total Combined Total • • AM 5 5 5 7 21 12 11 12 13 8 43 3 5 4 4 21 1 8 5 6 3 21 3 2 2 4 11 18 2 4 10 1 3 2 14 4 4 7 � 15 4 5 3 3 4 3 4 1 4 12 7 4 7 5 23 50 5 2 7 9 8 25 15 9 6 6 18 18 31 37 103 17 22 24 48 109 7 35 33 41 37 145 50 38 40 58 185 8 42 38 51 62 191 54 53 48 51 206 9 55 42 53 42 191 45 47 31 50 172 59 41 48 48 195 43 39 36 43 160 _1 56 54 67 69 246 42 33 40 43 157 PM 12 58 80 59 53 249 38 49 40 42 168 1 44 58 53 55 210 46 50 31 34 160 2 58 50 63 62 232 42 35 40 42 158 3 62 59 61 61 242 37 45 45 46 172 4 83 70 79 90 321 36 36 32 37 1407C 5 101 108 71 87 366 33 33 26 32 123 6 80 44 44 29 197 27 21 19 15 81 7 26 30 32 32 119 26 17 12 18 72 8 21 22 15 23 79 7 9 10 17 42 9 15 21 12 14 61 8 10 11 7 36 10 14 21 12 18 65 8 7 5 7 27 11 12 17 14 6 48 8 5 9 5 27 TOTALS AVERAGE 59% 17.6 period 3386 41% 2324 70.5 12.1 period 48.4 Peak AM Hour is *** 11:00am to 12:00pm *** Volume Lane 1 : 246 Lane 2 : 158 Combined: 404 Directional Split : 61% 390 Peak Hour Factor : 0.891 0.919 0.902 Peak / Day Total . 0.073 0.068 0.071 P k PM Hour is *** 4:30pm to 5:30pm *** Combined: 512 alume Lane 1 : 378 Lane 2 : 135 Directional Split : 74% 26% Peak Hour Factor 0.875 0.912 0.914 Peak / Day Total 0.112 0.058 0,090 64 36 29 29 35 75 212 330 397 363 355 403 417 370 390 414 461 489 278 191 121 97 92 75 5710 119.0 07/22/05 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 10:23:32 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Date Site ID : 5745-NB&SB* aceor Info 1 : NW 2nd Avenue N/0 Info 2 : NW 6th Street Lane 1.-Normal, Axle, /2 Lane 2-Nci€seal, Axleffi Page: 1 : Jun 22 2005 Wed 1.00 /2 Hour 1-NB Hour 2 _ Sg Hour 0 15 30 45 ';Total Starts 0 15 30 45 Total AM 12 14 17 12 1 12 3 7 2 6 8 1 3 2 3 3 4 4 3 0 5 2 7 10 6 23 23 30 7 36 29 44 8 45 36 53 9 60 47 58 53 38 38 1 49 68 74 PM 12 56 86 56 1 38 57 56 2 68 55 59 3 64 63 53 4 80 67 81 5 108 116 81. 6 93 37 40 7 26 26 25 8 16 19 16 9 9 13 5 10 14 13 5 11 10 9 8 13 56 4 4 4 8 4 26 3 4 4 4 5 20 3 2 2 4 3 11 3 4 1 6 3 10 7 5 7 6 10 29 10 9 5 20 37 113 19 21 23 49 38 147 51 39 39 56 59 193 53 55 55 41 37 202 52 48 29 53 50 179 37 39 34 48 69 260 40 35 46 39 53 251 40 53 38 43 55 206 41 48 31 34 62 244 44 35 33 45 66 246 31 48 49 42 87 315 32 43 24 35 99 404 31 28 26 28 30 200 31 18 21 14 28 105 22 13 11 18 19 70 4 10 11 19 6 33 6 10 8 7 9 41 6 8 4 5 5 32 5 4 10 5 Combined Total 20 76 15 - 41 11 31 14 25 25 35 44 73 112 225 185 332 204 397 182 384 158 337 160 42O 174 425 154 360 157 401 170 416 134 449 113 517 84 284 64 169 44 114 31 64 23 64 24 56 TOTALS 60% 3393 40% AVERAGE 35.3 period 141.4 24.0 period Peak AM Hour is *** 11:00am to 12:O0pm *** Volume Lane 1 : 260 Lane 2 : 160 Directional Split : 62% 38% Peak Hour Factor 0.878 0.870 Peak / Day Total 0.077 0.070 Peak PM Hour is *** 5:00pm to 6:00pm *** )1utne Lane 1 : 404 Lane 2 : 113 ,jirectionai Split : 78% 22% Peak Hour Factor 0.871 0.911 40 Peak / Day Total 0.119 0.049 Combi 2302 95.9 ed: 420 0.875 0.074 Coizxed : 517 0.896 0.091 5695 237.3 07/22 GS 10:23:32 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-38S-0777 *** Dual Channel 15 Minute *** Site ID : 5745-NB&SB* Date Info 1 NW 2nd Avenue N/O Factor Info 2 : NW 6th Street Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, Page: 2 : Jun 23, 2005 Thu 1.00 /2 Hour 1-NB Hour 2-SB Hour :tarts 0 15 30 45 Total 0 15 30 45 Total Combined Total AM 12 7 7 13 3 30 6 6 5 5 22 52 1 3 6 5 2 16 2 6 4 3 15 31 2 2 11 1 1 15 3 2 2 4 11 26 3 5 7 3 1 16 4 4 1 7 16 32 4 2 4 2 5 13 7 3 6 4 20 33 5 1 6 8 6 21 19 8 7 21 55 76 6 13 12 31 36 92 14 22 24 46 106 198 7 33 37 37 36 143 49 37 40 59 185 328 8 38 39 48 64 189 55 51 41 60 207 396 9 50 37 47 46 180 38 45 33 46 162 342 .---- 0 65 44 57 45 211 48 39 38 37 162 373 1. 62 40 60 69 231 44 30 34 46 154 385 411PM 12 59 73 62 52 246 35 44 41 41 161 407 1 49 59 50 55 213 50 51 31 33 165 378 2 48 44 66 61 219 39 35 46 38 158 377 3 59 55 68 56 238 42 41 41 49 173 411 4 86 72 77 92 327 39 29 39 39 146 473 5 94 99 50 74 327 35 37 25 35 132 459 6 66 51 48 28 193 22 24 17 15 78 271 7 25 34 38 35 132 29 20 12 18 79 211 8 25 24 13 26 88 9 8 9 14 40 128 9 20 28 18 22 88 9 10 14 7 40 128 10 14 28 19 27 88 10 6 5 9 30 118 11 13 24 19 7 63 11 6 7 5 29 92 TOTALS 7WERAGE 59% 35.2 period 3379 41% 2346 140.8 24.4 period 97.8 reak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 189 Lane 2 : 207 Combined: 396 Directional Split : 48% 52% Peak Hour Factor : 0.738 0.863 0.798 Peak / Day Total : 0.056 0.088 0.069 eak PM Hour is *** 4:30pm to 5:30pm *** )1ume Lane 1 : 362 Lane 2 : 150 Combined: 512 Directional Split : 71% 29% Peak Hour Factor : 0.914 0.962 0.941 Peak / Day Total : 0.107 0,064 0.089 5725 238.5 07/22/0S 10:23;32 *************** Site ID : 5745-NB&SB* Info 1 : NW 2nd Avenue N/O Info 2 : NW Gth Street 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) Start Date. Jun 22, 2005 Wed End Date : Jun 23, 2005 Thu Adj. Factor: 1.00 Page: 3 ************** ALL DAYS COMBINED Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 21 24 25 16 86 10 10 9 13 1 15 9 12 6 42 5 10 8 7 2 8 19 2 6 35 6 4 4 8 3 7 10 6 4 27 7 8 2 13 4 6 7 2 8 23 14 8 13 10 5 3 13 18 16 50 29 17 12 41 6 36 35 51 73 205 33 43 47 95 7 69 66 81 74 290 100 76 79 115 8 83 75 101 123 382 108 106 96 101 9 110 84 105 83 382 90 93 62 99 ,--- 0 118 82 95 95 390 85 78 72 85 .1 111 108 134 138 491 84 65 80 85 .PM 12 115 159 118 105 497 75 97 79 84 • 1 87 116 106 110 419 91 99 62 67 2 116 99 125 123 463 83 70 79 83 3 123 118 121 122 484 73 89 90 91 4 166 139 158 179 642 71 72 63 74 5 202 215 141 173 731 66 65 51 63 6 159 88 88 58 393 53 42 38 29 7 51 60 63 63 237 51 33 23 36 8 41 43 29 45 158 13 18 20 33 9 29 41 23 28 121 15 20 22 14 10 28 41 24 36 129 16 14 9 14 11 23 33 27 12 95 16 10 17 10 42 128 30 72 22 57 30 57 45 68 99 149 218 423 370 660 411 793 344 726 320 710 314 805 335 832 319 738 315 778 343 827 280 922 245 976 162 555 143 380 84 242 71 192 53 182 53 148 TOTALS 59% 6772 41% AVERAGE 70.5 period 282.2 48.4 period Peak AM Hour is *** 11:00am to 12:00pm *** Volume Lane 1 : 491 Lane 2 : 314 Directional Split : 61% 39% Peak Hour Factor : 0.889 0.924 Peak / Day Total : 0.073 0.068 ?,...e4k PM Hour is *** 4:30pm to 5:20pm *** olume Lane 1 : 754 Lane 2 : 268 Directional Split : 74% 26% Peak Hour Factor : 0.877 0.905 410 Peak / Day Total : 0_058 0.111 4648 11420 193.7 475.8 Combined: 805 0.902 0.070 Combined: 1022 0 912 0.089 APPENDIX C CAPACITY ANALYSES TRAFFIC SIGNAL TIMING DATA • • SHORT REPORT 3eneraUnformation Site IntormatOfl Analyst RPETAP intersection NW 3rd Ave & NW 8in St Agency or Co Area Type AO outer areas Date Performed 7/1912005 Jurisdiction Time Pefiod PM Peak Analysis Year 2005 Peak Season Volume and Timig nput EB WB NB S SB L LT TH RT LT Tip RT LT TH R. LT TH RT Num. of Lanes 4. 0 2 0 0 1 0 1 3 0 0 0 0 Lane Group Detl. T TR L TR Volume vph 104 173 107 104 857 404 ,..1 % Heavy veh 0 2 0 0 2 0 0 2 0 0 0 0 PHF 0.87 0.87 0.9090 0.90 0.86 0.86 0.99 0.99 0.., 99 0.90 0.90 0.90 Actuated (P/A) A A AA A PP P Startup Iost time 2.0 2.0 2.0 = 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 = 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 9 0 0 2 0 0 LaneWidth 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 0 N N 0 Parking/hr Bus stops/hr 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EN Perm 02 03 04 NB Only 06 07 08 Timing G = 19.0 G = G = - G = 73.0 G = G - G = Y 4 Y= Y= Y= Y - 4 Y=!Y= Y = Duration of Analysis (hrs) 7-- 0.25 Cycle Length C = 100.0 Lane Group Gapaciti, Control De ay, and LOS Determination EB WB NB S Adi. flow rate 120 200 236 867 462 0 Lane group cap. 76 354 335 1318 3648 v/c ratio 1.58 0.56 0.70 0.66 4.13 Green ratio 0.19 0.19 0.19 0.73 0.73 0.00 Unif. delay di 40.5 36.7 37.9 7.0 4.0 Delay factor k 0.50 0.16 0.27 0.50 0_50 Increm. delay d2 314.1 2.1 6.6 2.6 O. 1 PF factor 1.000 1.000 1.000 1.000 1.000 Control delay 354.6 38.8 44.5 9.6 4. 1 ILanegroupLOS F D D A A Apprch. delay 157.3 44.5 7.7 Approach LOS F D A Intersection LOS _ . _................ n.," rtaa Intersec. delay 37.7 Copyrigtit. re} 2005 University of Florida. Ail Rights Reserved HCS+TM Version 5.1 Lieriecalea. itlWarLIO J:VV r General Information Analyst Agency or Co. Date Performed Tirne Period RPEJTAP 711912005 FM Peak Voume and Tknini. In ill Num. of Lanes Lane Group Volume (vph) % Heavy veh PHF Actuated (P!A) Startup lost time Ext. eft. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus s ops/hr Unit Extension Phasin * EW Perm LaneGrous Ca aci 0.87 0.87 2.0 2.0 12.0 12.0 S ORT REPORT Site Informator intersection NW 3r11 Ave &.NW 8th St Area Type All other areas Jurisdiction Analysis Year 2008 Without Size 0.90 0.90 108 105 0.86 0.86 866 - 408 Centro Dela , and LOS De ermination Adj. flow rate Lane group cap. vie ratio Green ratio Unit delay d De ay factor k ncrem. delay d PF factor Control delay Lane group LOS Apprch. delay Approach LOS intersec. delay Copyright SP 2005 University of Florida, Al 121 202 1.59 0.57 0.19 0.19 40.5 36.8 .50 0.17 319.5 2.2 1.000 . 1.000 60.0 39_0 Rights Reserve • Y y Y = C cie Len th C =4 100.0 876 467 1318 3648 0.66 0.13 0.73 .0.73 0.50 0.50 1.000 1.000 Intersection LOS t-ICS+T" Version 5.1 Generated: 7/1012005 3:05 PM SHORT REPORT General Info ation Agai_ Analyst RPE/TAP Agency or Co. W Date Performed 7/19/2005 Time Period PM Peak Volume and Tniln9 Inyut Num.ofLaries 0 Site nforma on t rsection NW 3rd Ave &.NW 8th S, Area Type All other areas Jurisdiction 2008 With Site & New Analysis Year Timing EB WB NB 1 SB TH RT T TH T LT T RT LT 2 0 1 3 0 TH 1 RT ne Group Deft_ T TR TR Volume (vph) % Heavy veh 0 PHP 0.87 Actuated PIA) A 2 2 E 120 117 918 4 2 0.87 0.90 A 0 2 0 0 2 0 0 0 0.90 ' 0.86 0.86 0.99 0.99 0.99 .90 0.90 0.90 AA APPP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. effgreen 2.0 2.0 val type 3 3 Unit Extension 3.0 = 3.0 Ped Bike/RTOR Volume 0 0 2.0 2.0 2.0 2.0 3 3 3 3.0 3.0 3.0 0 9 0 0 3 3.0 0 Lane Width 12.0 12.0 Parking/Grade/Parking N 0 Parking/hr Bus stops/hr 0 0 Unit Extension 3.0 3.0 • Phasing EW Perm 2 • Timing G = 30.0 Y= 4 G = Y = 12.0 12.0 12.0 0 N N 0 2.0 0 0 0 0 3.0 3.0 3.0 r o G = 3 G 4 N Only G = 62. Y = 4 G = Duration of Analysis (hrs) = 0.25 Lane Groty Capacity, Control Delay, and LOS Dete EB m tion 6 Cycle Lengt NB 07 G = Y = C = 100. 3.0 08 G = SB Adj. flow rate 21 232 266 927 493 0 Lane group cap. 209 559 528 1119 3099 v c ratio 0.58 0.42 0.50 an 0.16 Green ratio 0.30 0.30 0.30 0.62 0.62 0.00 Unif. delay d..t Delay factork 29.6 28.0 0.17 avt 28.9 0.11 14.8 0.50 a0 0.50 ncrem. delay d PF factor Control delay 4.0 0.5 1.000 1.000 33.6 28.5 0.8 1.000 29.6 7.1 000 22.0 .1 1.000 8. Lane group LOS Apprch. delay C C A 30.2 29.6 17.2 Approach LOS n ersec. delay 21.0 Copyright 2005 University of Florida, All Rights Reserved 8 ntersection LOS ,l4CS+Tm Verslon 5.1 Generated: 7121/2005 8:36 AM S ORT REPORT Genera nformation Analyst Agency or Co Dale Performed Time Period Site Info 'on REP/TAP 7/19/2005 PM Peak Intersection Area Type Jurisdiction Analysis Year NW 2nd Ave & 8th Street All other areas 2005 Peak Season Volume and Timing lnpu Num. o Lanes EB LT TH 0 1 WB RT T TH RT 0 0 1 0 LT 0 NB TH 1 0 TH RT 0 ane Group LTR LTR L TR LTR Volume (vph) 29 24 21 6 125 52 248 4 99 60 % Heavy veh 0 2 0 2 0 2 0 2 0 PHF 0.76 a 76 0.7 0.80 0.80 0.80 0.85 0.85 0.8 0.89 0.89 0.89 Actuated (PIA A A A A .A A P F Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 PediBike!RTOR Volume 0 10 0 12 0 14 Lane Width 12.0 12.0 2.0 12.0 Parking/Grade Parldng Parkingihr 0 0 0 0 Bus stopsfhr 0 0 0 Unit Extension ao " 3.0 3.0 3.0 Phasing Timing EW Perm G = 26.0 Y= 4 G Y 02 03 04 NS Perm G = 26.0 Y= 4 G = Y Duration of Ana ysis (hrs) = 0.25 ination 06 Y 07 Cycle Length C = 60.0 08 G EB WB NB SB Adj. flow rate 215 187 • 386 166 Lane group cap. 750 775 748 773 . vie ratio 0.29 - 0.24 0.52 0.21 Green ratio 0.43 0.43 0.43 0.43 Unif. delay d.i _,.. 11.0 10.8 12.4 10.6 Delay factor k 0.11 0.11 0.50 ; 0.50 Increm. delay d2 0.2 0.2 2.5 : 0.6 PF factor 1.000 1.000 . 1.000 1.000 Control delay T/1.2 10.9 14.9 ' r" 11.3 - Lane group LOS B 8 B B Apprch. delay 11.2 10.9 14.9 11.3 Approach LOS 8 B 8 B lntersec. delay 12.7 Intersection LOS B - - Copyright 2006 University of Florida, At Rights Reserved • 1-/CS+Tm Version 5.1 Generated: 7/1 / 0 3: General information irAnalyst Agency or Co. Date Performed Time Period • SKORT REPORT Site Information REP/TAP 7/19/2005 PM Peak intersection Area Type Jurisdiction Analysis Year NW 2nd Ave & 8th Street All other areas 2008 Without Site Volume and Timing Input um. of Lanes Lane Group Volume (vph) % Heavy veh PHF Actuated (PIA) WB NB LT 0 29 0 0.76 A TH RT L 1 0 LTR 0 T LTR 125 21 16 126 2 0 0 2 0.76 0.76 0.80 0.80 A A A A • RT 0 16 0 0.80 A Startup lost time Ext. eff qreefl 2. 2.0 2.0 2.0 ival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parkinglhr Bus stopsihr Unit Extension 3 3 3.0 0 0 12.0 rJ-0 0 3.0 8 LT TH 0 LTR 4 52 •.251 0 2 0.65 0.85 P P P 2.0 2.0 3 3.0 RT 0. 41 O. 5 SB LT TH RT 0 1 4 0 0.89 P LTR 100 60 2 0 0.89 0.89 P P 2.0 2.0 3 0 0 12 12.0 N 0 N Phasing EW Perm - G = 26.0 G 02 G = 03 G = Timing Y = 4 Y = Y = Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB 04 NS Perm G = 26.0 4 0 06 07 G = G = Y = Y = Cycle LenC = 60.0 3.0 0 14 12.0 0 0 3.0 08 G = . Y = SB •Adj. flow rate Lane group cap. v/c ratio Green ratio Unit delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS intersec. delay 217 750 0.29 0.43 11.0 0.11 0.2 1.000 11.2 11.2 a 188 775 0.24 0.43 10.8 0.11 0.2 1.000 10.9 10.9 12.7 390 748 0.52 0.43 12.4 0.50 2.6 1.000 15.0 8 15.0 13 167 773 0_22 ,0.43 10.6 0.50 0.6 1.000 11.3 B 11.3 13 Intersection LOS Copyright O 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 7/19/2005 3:18 PM ORT REPORT General n orm on lir Analyst Agency or Co. Date Performed Time Period 410 REP/TAP 7/1912005 PM Peak Site lnformation Intersection Area Type Jurisdiction Analysis Year NW 2nd Ave & 8th Street Alt other areas 2008 With Site Volume and Timing lnpu Num. of Lanes EB LT TH 0 RT LTTH RT 0 0 T TH 0 1 SB RT LT TH RT 0 Lane Group Volume (vph) % Heavy veh PHF Actuated (PIA LTR 29 154 2 0.76 0.7 A A 2 LTR 148 23 0 0 2 0 LTR 54 252 2 0.76 0.80 0.80 0.80 0.85 0.85 A A A P P Startup lost time Ext. elt green 2.0 2.0 2.0 LTR 50 8 106 6 0 0 2 0 0.85 0.89 0.89 0.89 PPP P 2.0 2.0 2.0 2. Arrival type Unit Extension Ped/Bike/RTOR Volurne ane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension Phasin Timing Y 4 Perm G = 26.0 G Y = 02 Duration of Analysis (his)= 0.25 Lane Group Capacity, Cont Adj. flow rate ane group cap. v c ratio Green ratio Unit delay d Delay factor k 3 3.0 0 2.0 0 3.0 0 G Y = 10 0 N N 3 04 3.0 0 8 12.0 0 N 0 3. 3 2.0 3.0 0 12 12.0 3 3.0 0 14 2.0 Al 0 N NS Perrn G = 26.0 Y = 4 al Delay, and LOS Determinat EB 255 754 WB 226 771 on 3.0 06 G Y = Cycle Length C = 60.0 NB 405 743 0 N SB 180 765 0.34 0.43 11.3 0.11 0.29 0.43 11.0 0.11 0.55 0.43 12.6 0.50 0.24 0.43 10.7 0.50 lncrem. delay d ' PF factor Control delay Lane group LO Apprch delay proach LOS 0.3 .000 1.6 0.2 1.000 11.2 2.9 1.000 15.5 0.7 1.000 11.4 8 1/.6 8 Intersec. delay 13.0 Copyright 0 2005 University of Florida, AI Rights Reserved B 11.2 8 8 15.5 8 11.4 Intersection LOS f-fCS+TM Version 5.1 8 8 Generated: 712112005 8-.41 AM TWO-WAY STOP CONTROL SUMMARY rtera nfo mation Site information ,Analyst AgencylCo. Date Performed (Analysis Time Period ,RPEJTAP 7f19/2005 ,PM Peak intersection 'Jurisdiction Analysis Year st Ave & 8th Street 204 5 Peak Season NorthfSouth Street: NW 1st Avenue Study Period (tars): 0.25 ehicle Volumes and Adjustments M jor Street Eastbound tfestbound cement 1 2 3 4 5 6 T P L T R olurne Peak -Hour Factor, PHF 0.78 u. erg v. ro a Hourly Flow Rate, HFR 112 115 125 Percent Heavy Vehicles 0 -- Median Type tlrtdivideri RT Channelized anes 0 1 onfiguration LTR LTR Upstream Signal 0 0 Nort bound SOU bound nor Street olume Peak -Hour Factor, PHF ourly Flow Rate, HFR Flared Approach Storage T Channelized 7 L 21 0.88 23 nfguration L la Queue Len • ill and Level of Service }pproach Movernent ane Configuration 5% queue length ontrol Delay pproach LOS 8 T 136 0.88 154 9 R 19 0.88 21 Eastbound Westbound Northbound 1 4 7 8 LTR LTR L T 1466 404 0.01 0.06 0.25 0.02 0.18 7.7 7.5 14.4 Copyright @ 2005 University of Florida, Ali Rights Reserved 41110 2 0.65 3 i-iCS TM Version 5.1 11 T 15 0.65 23 0 17 - 0.65 26 0 Southbound 10 11 L 7 Generated_ 7/19/2005 4:22 PM G eral Info alyst gencyf Ca. ate Performed alysis Time Period RPEJ AP 7/19/2005 PM Peak Project Description Sawyers s afk EastMWest Street: NW 8th Street Intersection Orientation: East-West Major Street Movement olume ;• eak-Hour Factor, PHF Hourly Flow Rate, HFR !"ercent Heavy Vehicles Median Type RT Channellzed Lanes on fi uraation LTR Upstream Signal inor Street Moveme eak-Hour Factor, PHF Dory Flow Rate, HFR ercent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized onfivuration eta , Queue Len preach ovenien ane Configuration (vph) (m) (vph) c 5% queue Iengt antral Delay OS proach Delay pproach LOS L 21 0.88 Eastbound 2 T_ 91 0.78 116 Northbound T 137 0.88 th, and Level of Service Eastbound Westbound 112 1445 A Copyright @ 2005 University of Florida, Ail Rights Reserved • 1464 Site Information Intersection /Jurisdiction Analysis Year NW 1st Ave & 8th Street 2008 Without site North/South Street: NW 1st Avenue Study Period (firs): 0.25 R 14 0.78 17 R 19 0.88 4 L 8 0.81 9 0 Northbound 23 7i 98 403 424 480 0.06 0.18 0.20 0 02 0.18 0.66 0.76 7.5 14.5 15.4 14.4 A 14.8 HCS+TM Version 5.1 5 6 T R 103 .... 18 0 81 0.81 127 22 Southbound Soubound 426 37 683 nerated: 7/19/2005 4:24 PM 0- • • TWO-WAY STOP CONTROL SUMMARY Site Infortat1c n e�aeral nformation Analyst 'RPEITAP Intersection NW 1st Ave & 8th Street Agency/Co. Jurisdiction Date Performed '711912005 Analysis Year 20i6 it site Time Period PM Peak , ,Analysis Pro'ect Descri.tion Sa ere s Walk EastiWest Street: NW 8th Street No Street: NW lst Avenue rite rsection Orientation: East-West Study Period (hrs): 0.25 ehicie Volumes end Ad'ustments Street Eastbound est nd a'or ovement111 4 5 _ °fume 92 99 20 8 12 18 Peak -Hour Factor, PHF 0.78 0.78 0.78 0.81 0.81 0.81 Hourly Flow Rate, HFR 117 126 25 9 138 22 Percent Heavy Vehicles 0 - -- 0 _. - - Median Type Undivided RT Channelized 111111111.1 0 0 0 Configuration 1Jpstrearn Signal IMIKIIIIIMIIIIM 0 LTR 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 R L T R L T (Aurae 29 137 19 2 38 23 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.65 0.65 0.65 Hourly Flow Rate, HFR 32 155 21 3 _ 58 35 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach-__ N Storage MEM 0 111111111111 0 RT Channelized 0 111111 Lanes MEM 0 2 0 onfiguration L T TR L T TR Delay, Queue Length, and Level of Service •pproach Eastbound Westbound Northbound Southbound ovement 1 4 7 8 9 10 11 12 Lane Configuration (vph) LTR LTR 9 L T TR L T TR 32 77 98 3 29 64 (m) (von) Ic I IIM 0.08 1442 0.01 337 0.09 403 0.19 458 0.21 254 0.01 401 0.07 576 0.11 •5% queue length Control Delay LOS • pproach Delay 0.27 ME= A - 0.02 A 0.31 0.70 0.80 0.04 0.23 0.37 16.8 16.0 15.7 15.0 19.3 ,C B 13.1 12.0 B i �I { pproach LOS - C 8 Copyright Ct 2005 University of Florida, Alt Rights Reserved HCS*TM Version 5.1 Generated: 7r2lF2005 8: • • SHORT General inlorrnation Site Information Analyst REP/TAP Agency or Co. [date Performed 7/19/2005 Time Period PM Peak 9ritersection NW 3 Ave & 6th Street Area Type All other areas Jurisdiction Analysis Year 2005 Peak Season . .......... Vo urs a and Tirr inc Input EB WB NB SB L LT TH RT LT T RT LT TH RT - LT TFt RT Num. of Lanes 0 0 0 0 2 1 1 2 0 `1 0 Cf Lane Group TR R L T Volume (vph) 453 256 142 1033 % Heavy veh r 0 0 0 0 0 0 0 0 . 9 0 0 0 P H F 0.90 0.90 0.90 0. 90 0.90 0.90 0.89 0.89 0.90 0,90 0.90 8 90 Actuated (P/A) A A P P Startup lost time . 2.0 2.0 2.0 2.0 2.0 2.0 , Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2_0 Arrival type 3 3 3 " 3 3 3 Unit Extension 3.0 3.0 3.0 , 3.0 3.0 3.0 Ped/Bike&RTOR Volume 0 0 0 0 0 • 67 0 0 0 0 0 ` 0 Lane Width , 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 Parking/hr • Bus stopslhr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3,0 3.0 3.0 Phasing WB Only 02 03 04 NB Only 06 07 08 G= 35.0 G= G= G= G= 57.0 G- G= G= Timing Y= 4 Y= Y= Y=. Y= 4 Y= Y= Y= Cycle Length C = 100.0 Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Control Delay, and LOS Determination EB 1NB NB SB Adj. flow rate 0 502 209 160 1166 0 Lane group1266 cap. 585 1029 2062 v/c ratio 0.40 0.37 0.16 0.57 Green ratios 0.00 0.35 0.35 0.57 0.57 0.00 Unit delay di 24.5 24.3 10.1 13.6 Delay factor k 0.11 0.11 0.50 0.50 Increm. delay d2 0.2 0.4 0.3 1.1 PF factor 1.000 1.000 1.000 1.000 Contra l delay 24.7 24.7 10.5 14.8 Lane group L?S CCBB Apprch. delay 24.7 14.3 Approach LOS C B 17.9 Intersection LOS 8 lntersec. delay Copyright 2005 University of Florida, Ali Rights Reserveci HCS+TM Version 5. t Gerreralec. a; t U 4J US S'fE6 SHORT REPORT General nforrnatio Analyst Agency or Go. Date Performed Time Period Ste 1nformatOfl REP/TAP 7/19/2005 PM Peak Intersection Area Type Jurisdiction Analysis Year NW 3 Ave & 6th Street Ali other otreas 2008 Without Site Vo ume and Tim Num. of Lanes Lane Group Volume (vph) % Heavy veh ut PHF Actuated (PIA) Startup lost time 0 0.90 EB 0 0 2.0 Ext. eff. green Arrival type Unit Extension PedIBikefRTOR Volume Lane Width Parking/Grade/Parking Parking hr Bus stops/hr Unit Extension 2.0 RT 0 0.90 MUM RT 0 0 2 TR 477 11111 till1111111111111111111111111E111111111 0 0.90 A 2.0 1 R 257 0 0.90 A 2.0 1 L 143 0 2.0 NB 2 T 1044 0 0.89 P 12.0 0 0 3.0 0 2.0 3.0 0 12.0 0 3.0 2.0 3.0 57 12.0 Phasing Timing WB Only G= 35.0 Y = 4 02 G = Y = 03 4 2.0 3.0 0 12.0 N Only G= 57.0 - 4 2.0 2.0 3.0 0 12.0 G = Y Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Contro De ay, and EB OS Determination WB 06 SB RT LT TH RT 0 0 0 0 0.90 0.90 0.90 0.90 2.0 2.0 3 3.0 0 •0 4 0 12.0 0 0 3.0 G= Y = 07 Cycle Length C = 100.0 NB 06 SB Adj. flow rate 0 528 210 161 78 0 1266 Lane group cap. 565 1029 2062 vic ratio 0.42 0.37 0. 6 0.57 Green ratio Unit delay di 0.00 0.35 24.7 0.35 24.3 0.57 10.2 0.57 13.7 Delay factor k Increm delay d PF facto Control delay 0.11 0.11 0.4 1.000 1.000 25.0 24.7 0.50 0.3 1.000 10.5 0.50 1.2 1.000 14.9 Lane group LOS Apprch. delay Approach LOS Intersec. delay 18.1 8 24.9 c 8 14.3 8 ntersection LOS 8 Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5,1 Generated. 7119/2005 '3:57 PM Analyst Agency or Co ' Date Performed Time Period Volume and Timing input SHORT REPORT Genera information Site Information REP/TAP intersection NW 3 Ave & 6th Street Area Type Ali other areas 7/19/2005 Jurisdiction PM Peak Analysis Year 2008 With Site LT • Num. of Lanes Lane Group Volume (vph) % Heavy veh PHF Actuated (PIA) Startup lost time Ext. eft green 0 EB WB NB TH RT LT TH 0 0 2 RT SB LT TH RT 1 2 TR R IL T 497 325 143 1060 LT 0 TH RT 0 0 a 0 0 o o 0 0 0 o olo o 0_90 090 0.90 0.90 0.90 0.90 0.89 0.89 0.90 09G 0.90 0,90 A A PP • 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 _Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 67 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N PI 0 Parking/hr Bus stops/hr 0 0 0 0 0 Unit Extension Phasing Timing WB Only G = 35.0 Y= 4 02 G = 3.0 a 0 3.0 3.0 3.0 = 03 G = NB Only G = 57.0 3 3.0 0 0 12.0 0 0 3.0 G = 06 Y = Duration of -,t-,rialysis (hrs) = 0.25 Y Y = Y= 4 Lane Group Capacity, Control Delay, and LOS Determination EB WB Y = G Y = 07 G = Y 08 Cycle Length C = 100.0 NB SB Adj. flow rate Lane group cap. vic ratio Green ratio Unif. delay d1 Delay factor k lncrem. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS 0 '0.00 IIntersec. delay Copyright © 2005 University at Florida, AU Rights Reserved 18.7 • 552 287 161 1266 0.44 0.35 24.9 0.11 0.2 1.000 25.2 25.6 565 0.51 0.35 25.7 0.12 0.8 1.000 26.5 1029 0.16 0.57 10.2 0.50 0.3 1.000 10.5 13 1191 2062 0.58 0.57 13.8 0.50 1, 1.2 1.000 Intersection LOS tiCS+TA4 verson 5.1 15.0 14.4 0 0.00 AIX 8 41, Generated: 7/2112005 B:44 AM • • • General information Analyst Agency or Co. Date Performed Time Period PPEITAP 7/19/2005 PM Peak SHORT REPORT Site information Intersection Area Type Jurisdiction Analysis Year 2nd Ave & NW Sth Street Alt other areas 2005 Peak Season i1YFSi G as 8%8 € ¢ac88 .x.p..... ..... EB NB SB T gf^'g^ inalligall B KM RT Num. of Lanes 0 0 0 0lei li 0 0 ... 0 0 Lane Group 1111111111111111111111 LTF 11111 1 ' ... 111111131111111 ... ........... Volume (vph) Ea 5 508 95 220 256 9 27 % Heavy aeh PHP 0.90 0.90 0.90 0.86 0.86 0.86 0.87 ' 0.87 0_90 0.90 0.88 0.88 Startup lost time 2.0 2.0 2.0 Arrival1111111111 type .. - - Unit Extension 1110:. 3.0 MO- 3.0 111111111111 3 0NMI 11111 3.0 ME Pecl/BikeIRTOR Volume 0 0 0 0 0 r 0 0 0 0 0 lam Lane Width 11111 12.0 11111.= 1.2.0 111.111111.11 12.0 II. 2.0 1111 Parking/Grade/Parking Eill0 1111111111E111 0 ©© 0 N 0 Eii Parkingihr Bus stopsihr 0 0 0 0 Unit r 3.0 3.0 3.0 3.0 Phas .B On 03 04 NS Perm 06 0708, G= 30.0 UEIIIIIMIEENMMIEEIIIIIIIII G = 62.0 G = ®MINIMI Timing Y Copyright t 2005 University of Florida, PJi Rights Reserved �� * • Genera l f ation Analyst RPUTAP Agency or Co, Date Performed 7119/2005 Tirne Period PM Peak H RT REPORT Site lnfarrnation intersection Area Type Jurisdiction Analysis Year 2nd Ave & NW& Street All ether areas 2008 Without Site Volume and Timing nput EB Num. of Lanes ane Group Volume (vph % Heavy veh 0 0 PHF 0.90 0.90 RT 0 Actuated (P/A) Startup lost time 2.0 Ext. eff. green 2.0 Arrive pe Unit Extension 3.0 Ped ike/RTOR Volume 0 0 Lane Width 12.0 Parking/Grade/Parking N 0 Parkinglhr Bus stops/fir 0 Unit Extension 3.0 Phasing Timing WB Only G = 30,0 Y = 4 02 G = 03 LT 0 51 0 TH NB SB RT LT Th IRT LT TH RT 0.86 0.66 0.86 0.87 0.87 0.90 0.90 G = 62.0 G Y = Y = 4 uration of Analysis (h ) .25 ane Groue Capacity, Con ol Delay, and EB OS Determination WB G Y = G Cycle Length C = 100.0 NB SB Adj. flow rate 0 747 550 1502 Lane group cap. 889 62 1153 v c ratio 0.50 0.62 O. 4 Green ratio .00 0.30 0.62 -0.62 Unit. delay d1 28.8 Delay factor k 0.11 11.7 7.9 0.50 0.50 ncrem. delay d PF facto 0.3 3.2 0.3 1.000 1.000 1.000 Control delay ne group LOS Apprch. delay Approach LOS ntersec. delay 29.1 14.9 8.2 A 29.1 14.9 8.2 A 21.4 Copyright e 2005 University or Florida, Afl Rights Resented Intersection LOS PICS+Thi Version 5.1 Generated: 71 9120D5 413 FM ORT REPORT Genera nformaton Analyst RPEITAP Agency or Co Date Performed 7/19/2005 Time Period PM Peak Site nformatkrn Intersection Area Type Ju risdiction Analysis Year NW 2nd Ave & N 6t Streel Ali other areas 2008 Site olurne and Timi_g Input ES LT TH Num.ofLanes 0 0 NB SB RT LT 1 TH RT T RT LT TH T 0 0 0 0 1 0 ane Group L TR T TR Volume (vph) % Heavy veh PHF Actuated (NA) 0 0 0 63 5 3 108 242 268 122 33 0 2 0 0 0 0 0 0 0 0.90 0,90 0.90 0.86 0.86 0.86 0.87 0.87 0.90 0.90 0.88 0.88 A A A PP P P Startup Iost time Ext eff. green Arrival type 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Unit Extension 3 3 3 3 3.0 3.0 3.0 3.0 Ped/BikefRTOR Volume Lane Width 0 0 0 ' 0 41 0 0 0 0 0 12.0 12.0 12.0 12.0 Parking/Grad Parking N 0 N N 0 N N 0 N N 0 Parkinglhr Bus stops/fir 0 0 Unit Extension Ph sing Timing WB Only G - 30.0 Y= 4 02 G Y 3.0 3.0 3.0 3 G 04 NS Perm G 62.0 Y= 4 G Y Duration of Analy is (h s) 0_25 Lane Group Capacity, Control Delay, and LOS Determ EB WB nation 06 G = 7 Cycle Length C = 100.0 NB 3.0 G Y oa Adj. flow rate 0 829 86 1499 Lane group cap. 874 72 1148 v c rati 0.55 0.67 0.15 Green ratio 0.00 0.30 0.62 0.62 Unif. delay di 29.4 12.4 8.0 Delay factor k 0.15 0.50 0.50 lncrem. delay d2 PF factor Control delay 0.4 4. 0.3 Lane group LOS Apprch. delay 1.000 29. c 1.000 1.000 6.4 8.2 8 29.8 Approach LOS ntersec. delay 22 5 A 16.4 82 Intersection LOS 8 A Copyright 2005 University of Florida, AU Rights Reserved HCS4TM Version 5.1 Generated 7/21/2005 8,16 AM 410 Approach 0-WAY STOP CONTROL SUMMARY General n mation -Site Information Analyst Agency/Co. Date Performed Analysis Time Period 1RPEITAP V 9/2005 PM Peak ntersection urisdiction NW lst Ave & NW 6th Street Analysis Year 12005 Peak Season Project 0escriptkn Sawyers Waik East/West S reet: NW 6Th Street No hIS uth Steet NW lst Ave trite section Orientation: East st Study Period (h ): 0.25 Vehicle Voumes and Adjustments ajor Street ove ent Voume Peak -Hour Fact , PHF Hourly F ow Rate, HFR Percent Heavy Vehkles Median Type RT Channelized anes onfiguration Upstream Signal Minor Street Movement Volume 1.00 0 Eastbound 2 0 0 1.00 0 0 22 0.84 Undivided 2 0 0 LT PeakHour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Store e 7 50 0.85 5 0 Northbound 8 T 53 0.85 79 0 9 1.00 0 10 1.00 0 0 esthound 5 4 0.84 498 R 27 0.84 32 1 0 Sruthbound 0 TR 11 T 20 0.53 37 0 0 2 R 14 0. 26 0 RT Channelized anes Configuration Delay, Queue Lenqth, and Level of Service Eastbound Westbound Wort bou d Move en Lane Configuration v (vph (m) vie (vph 1 4 LT 26 1636 7 LT 147 468 8 T 89 420 95% queue length Control Delay OS Approach Delay Approach LOS Copyright Ct 2005 University of Florida,A Rights Reserved 0.02 0.05 7.2 A 0.3 1.33 0.21 0.79 16.2 1 .9 0 Southbound 11 T 18 0 TR 429 12 TR 44 584 0.04 0.13 0.0 0.24 13.8 B 11.7 8 16. 12.3 HCS+TM Version 5.1 Generated: 7/21f2005 5'47 AM TWO-WAY STOP CONTROL SUMMARY e at tnforrnatiOfl Analyst Agency/Co. Date Performed RPE/TAP 7/19/2005 Analysis Time Period PM Peak Pro ect Descri.tOn Saw e s Walk EastNVest Street: NW 6th Street -West Intersection Often ation: E ehicle Volumes and Ad'ustments Ma'or Street ovenient Peak- ctor, PHF Hourly Flow Rate, HFR Perce vy Vehicles Median Type Site Information Jurisdiction Analysis Year NW st Ave & NW 6th Strnet 2008 Without Site North/South Street:NW 1st Avenue Study Period h ): 0.25 Eastbound RT Channelized 0 T 0 111111111111111111•1111 onfi uration inor Street Movement lume Peak -Hour Factor,PHF Percent Heavy Ve 0 Percent Grade (%) Flared Approach Storage RT Channelized Lanes Confi L 50 0.84 26 estbound 5 T 0.84 0.84 11.10111111111MMII 0 0 0 0 8 T 155 0 a 0 1 1 T 20 0 ura LT 0 TR Delay, Queue Length1 and Level of Service Eastbound Westbound Northbound 1 4 7 8 pproach ovement Lane Configuration vph) (m) (vph) LT LT T 26 149 91 636 4 2 404 O. 2 0.33 0,23 "5% queue Iength 0.05 1.42 0.85 Control Delay 7.2 16.8 16.5 .pproach Delay pproach LOS Copyright 0 2005 University of Florida, All Rights Reserved FOGS-0-m Version 5.1 Southbound 1 8 141 8 12.5 2 TR 44 Generated: 7/21/2005 8:4G AM TWO-WAY TOP CONTROL SUMMARY Genera lnforrnatio Site Information Analyst lAgency/Co. Date Performed RPEJTAP 7/19/2005 Analysis Time Period PM Peak n ersection NW11stAvC & NW 6th Street Jurisdiction Analysis Year 2008 WiThSite Project Descriplion Sawyer's Walk East/West Street NW 6th S reet ntersection 0 en tion: East -Wes ehic e Volumes and Adjus or Stre e ent 1 otume Peak -Hour Factor, PHF 1.00 ou ly Flow Rate, HFR 0 Perceni HeavyV hi les edian Typ RT Channelized Lanes onfigu ation Upstream Signal Minor Street 1.00 0 North/South Street NW let Avenue tudy Period 1.00 0 0 his 0.2 Undivided 0 1 0 Movemen L Northbound 8 Sot 10 hbound 12 T o u e 61 Peak-HourFactor, PI -IF 0.85 Hourly Flow Rate, HFR 95 Percent Heavy Vehicles 0 Percent Grade (%) F ared Approach 163 0.85 191 0 0 .00 0 1.00 0 Storage T Channelized arras0 ConfigurationLT De ay Queue Length, and Level of Service Westbound Approach Eastbound 0 0.53 R 37 0.53 49 0 69 0 0 TR Northboufld Movement 1 Lane Configuration v (vph (m vic vph) 4 LT 26 1636 7 8 LT 110 Soul bound 1 12 T TR 190 95 427 382 95% queue en h ontrol Delay LOS 0.02 0.05 7.2 0.44 0.25 2.24 0.97 20.0 17.5 Approach Delay A Approach LOS Copyright 2005 University of Florida, Afl Rights Reserved 410 24 93 390 602 0.06 0.15 0.20 0.54 14.8 121 19.2 12.6 IICS+Im Version 5.1 Generated: 7/21/20 5 a:50 AM O- AY TOP CONTROL SUMMARY enerat information Analyst RPFJTAP Agency/Co, Date Performed tAnalysis Time Period 7/19/2005 ,PM Peak Site information 1 ntersection Jurisdiction Site drive (east) NW 8th St' Analysis Year 008 with site Project Description Saw�er's Walk East/West Street: NW 8th Stre intersection Orientation: East- ehicle Volumes and Adjustments M Str vemen olume Peak -Hour Factor, PHF Hr►urly Flow Rate, HFR Percent Heavy Vehicles Upstream Signal inor Street NorthfScruth Street: Site Drive (east) tudy Period (hrs): 0.2 Eastbound tt 'esibound 1 2 5 T R L T 179 21 12 152 1.00 0.70 0.70 0_70 0.7 1. 0 255 30 17 217 Northbound Undivided immiimovement inumminis8 s u misimmum ume 15 10 0.50 1.00 0.50 1.00 1.00 0 0 Southbound Peak -Hour Factor, PHF Hourly Row Rate, HFR 30 0 20 Percent Heavy Vehicles 0 Percent Grade Flared Approach Storage 0 0 0 RT Channeiized Lanes onfiguration 0 Lft Delay, Queue Length, and Level of Service Eastbound Westbound pproac Movement ane Configuration (vPh) m) (vph c •5% queue length Control Delay LOS 4 Northbound Southbound 8 9 1 LT LR 17 50 1 12 1289 592 0 01 0.08 0.04 0.28 pproach Delay pproach LOS — Copyright © 2005 University of Florida, All Rights Reserved 7.8 11.6 11.6 8 HCS+TM Version 5.1 Generated: 7/21/2005 8:51 AM Analyst Agency/Co. Date Performed Analysis Time Period T 0- AY STOP CONTROL SUMMARY enera nfor ation Site InformatiOn ntersection RPE/TAP 7/19/2005 PM Peak Jurisdiction A al s's Yea Site Drive (west) & NW 8Th Str 2008 with site Project Description Sawyer's Walk East/West Street: NW Bth Street North/South Street: Site Drive (west) Intersecton Orien a ion: East-West „Study Period (hrs): a25 ehic e Volumes and AcfustmentS Major Street Movement plume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Ty le RT ChanneUz C nfiguration UpstreamSi na Minor Street Movement plume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channetized Lanes Eastbound 2 3T R 192 0.70 274 Northbound Configuration LIR Delay,Queue Len th, and Level of Service Westbound pproach Movement Lane Configuration (vph) (m) (vph) Ic Eastbound 4 LT 15 1268 0.01 95% queue en th 0.04 Control Delay 7.9 LOS A pproachDelay pproach LOS Copyright 02005 University of Florida, Ali Rights Reserved HCS+TM Version 5.1 21 0.70 30 11 0.70 15 0 Undivided Westbound 5 T 156 0.70 222 Southbound 10 11 L : T 1.00 1.00 Northbound Southbound 8 LR 48 563 0.09 an 12.0 12. 8 Generated: 7/21r2005 8:52 AM • Genera ntormaflofl TWO-WAY STOP CONTROL SUMMARY "teInformation alyst enc /Co. Date Performed RPE/TAP 7/19t2005 al sis Time Period Peak P o ct Description Sawyer's klyaik E stANest StreetNW 3rd Avenue ntersection 0 ien on: East-West lrdersectiofl urisdictie Analysis Vear NW 3 Ave & Bldg #3 soutt? side 2008 With Site South Street: NW3rd Av&flue dy Period ( rs): 0.25 ehicle ()fumes and Adjustments jor Street Movement Eastbound olume Peak -Hour Factor, PHF 1.00 Hourly Flow Rate, HFR 0 Percent Heavy Vehicles edian Type RT Channe z d 2 1.0 0 guraton earn Signal 0 inor Street ovem nt ol me Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach 1.00 0 Northbound 8 .00 0 0 0 1.00 0 1.00 0 1.00 0 WestDound 5 T 6/4 0.70 1162 R 23 1.00 23 Undivided 0 10 0.50 0 0 Sou hbo nd 11 1.00 0 12 R 3 0.50 60 0 Storage RT Channelized Lanes Conti uration 1 Delay, Qu pproach ue Lengthafld Level of Service Eastbound vement 1 Westbound 4 NorthboUnd 8 Lane Configuration (vph) (m) (vph) lc 95% queue length Control elay OS 10 Southbound 1 2 pproach Delay pproach LOS Copyright 2005 University of Florida, Ali Rights Reserved HoSi-r-Tful Version 5.1 13.0 8 R 60 510 0.12 0.40 13.0 B Generated: 701/2005 9:07 AM General n r knal enc JCo. Date Performed 0- AY STOP CONTROL SUMMARY PE/TAP 7/19/2005 sis Time Period Peak Site info rrnation Intersection Jun diction Analysi Year f'roect DescriptiOr Sa y rs's Walk East/West Street: Site Drive B dg #3 West Side N rthlSouth Street NW 3rd Avenue Intersection Orien ation: No h-Sou h tud Period hrs. 0.25 Site Dr Bidg I3 & NW 3 Ave wes 2008 Wih Site Maior Street Movement Northbound Volume Peak -Hour Factor, PHF 1.00 Hourty Flow Rate, HFR 0 Percent Heavy Vehicles edian Type 2 T /3 5 0.70 193 RT Channelized Lanes Con uration Upstream Signal inor Street 0 23 0.70 2 0 0 TR Undivided 1.00 0 0 0 Southboufld 1.00 00 0 0 0 Eastbound overent VoLurne Peak -Hour Factor, PHF 1,00 Hourly Flow Rate, HFR 0 Percent Heavy Vehicles 8 1.00 0 0 estbound 1.00 0 Percent Grade (%) 0 F ared Approach Storage RT Channe ed Lanes Configuration 10 1.00 0 11 12 R Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound avement 1 4 7 8 Lane Configuration m) (vph) lc 95% queue length ontrol Delay OS pproach Delay pproach LOS Copyright e 2005 University of Florida, Al! Rights Reserved 110 304 0.20 0.72 9.7 HCS+114 Version 5.1 1.00 0 30 0.5 60 0 Eastbound enerateci: 7t21/2005 8:55 AM Approach Genora no ion Analyst Agency/Co- Date Performed 0-WAY STOP CONTROL SUMMARY RPEITAP 7/19/2005 Analysis Time Period PM Peak Site InforniattOfl ntersection Jurisdiction Analysis Year Site Dr B dg #4 & NW 3rd Ave 2008 With Site Project Descrtption Sawyers's Wafk East/Wes Street: Site 0ive Bldg #4 n ersection Orientation: North -South Vehicle Volumes and Adjustments Northbound Major Stree Movernerit Volume Peak -Hour Factor, PH F our y Row Rate, HFR Percent Heavy Vehicles Median Type RT Channelized anes Configuration 1.00 0 Upstream Signal Minor Stre ovement 2 T 364 0.70 948 2 Eastbound 8 North/SouStreet: NW 3rd Aven tudy Period 2/ hrs): 0.2 0.70 3 0 0 TR Outhbou 5 .00 0 0 0 0 .00 0 Undivided 0 10 0 0 est ound 1 T 12 o ume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 1.00 0 0 Flared Approach Storage RT Channelized anes 1.00 0 0 1.00 0 0 1.00 0 0 .00 0 0 0 1 R 0.50 22 0 1 onfiguration Delay, Queue Length, and Level of Se Northbound So hbounci tce ovemen ane Configuration (vph) (m (vph) le 4 We bound 8 95% queue tength c ntrol Delay to Eastbound 1 12 22 302 0.07 0.23 tOS Approach Delay Approach LOS Copyright CD 2005 University ot Ftorida, NI Rights Reserved 40 7.9 c 17_9 HCS*TM version 5.1 Generated. 7/2112005 9:05 AM • Genera Intormat�fl Analyst Agency/Co. 0- AY STOP CONTROL SUMMARY Site bformatiofl RPE/TA P 7/19/2005 pate Performed Analysis Time Period NI Peak Project Descriptior Sa EastfWest Street: NW 6th Stree s Walls intersection Orientation: East est tersection Jurisdiction SitelDrive Stree Ana ysis Year & NW 6 2008 t.iffi Site North/South Street: Site Drive (east) Stud• Period hrs 0.2 ehicle Volumes and Adjustments Major Street Movement o urne Peak -Hour Factor, PHF 1.00 Hourly Fiow Rate, HFR 0 Percent Heavy Vehicles edian Type RT Channeized Upstream Signal inor Street Mo emen o u e Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (% Flared Approach Storage RT Channelized anes onfiguration 00 0 Eastbound 2 1.00 0 Northboufld 8 0 0 0 0 Li 'a , ...4 v-6...v ,... .,•, — — _ Eastbound Westbound pproach 1111111111111111.1111111 ovement 1.111111111111 Lane Configuration 1111111111111.111.11. (vph) 1111111111111 C (m) (vph) 32.1111111111111111111111111.1111 IIIIIIIIIIIII 5% queue length 111111111111.1.11111111 ontrol Delay LOS 111.11111111 pproach Delay MEM 'oDroath LOS MEM Copyright 0 2005 Llniversily ol Florida, All Rights Reserved 1.00 0 estb nd Undivided .00 0 0 10 .00 1.00 0 0 ; 5 1536 33 01 765 0 Southbound 1.00 0 12 24 0.50 4 0 1 Northbound ou bound 10 1 2 R 48 649 0.07 0.24 1.0 11.0 B tiCS+114 Version 5.1 Generaled: 7/21/2005 9:10 AM 411) • General triforma ion 'Analyst 'A.gency/Co. Date Performed [Analysts Time Period TWO-WAY STOP CONTROL SUMMARY RPE/TAP 7/19/2005 PM Peak Site Information ntersection Jurisdiction Analysis Year Site]Drive (west) & NW 6 Stree Project Desc1p EastNVest Street: NW ntersecion Orien a n: Sawyer's W S ree Eas 1< est 2008 With Site North/South Street Site Drive (west) Period hrs : 0.25 y hide Volumes and Adjustments Major Street ovemen Eastbound 2 est ou d oume Peak -Hour Factor,PHF urly Flow Rate, HFR Percent Heavy Vehicles edian Type T Channelized Lanes Configuration Upstream Si nal inor Street Movement 1.00 0 1.00 0 0 0 .00 0 0 0 1.0 Undivided 0 0 5 T 536 •i0.70 765 R 32 0.70 45 Northboufld 10 2 0 TR ] 0 Southbound o u e 12 Peak -Hour Factor. PI -IF Hourly Flow Rate, FR Percent Heavy Vehicles Percent Grade (% Flared Approac ) 1.00 0 1.00 0 0 0 1.00 1.00 0 0 .00 0 N 0 24 0.50 48 0 Storage RT Channelized Lanes onfigur ton 0 0 1 elay, Queue pproac eng h, and ovement ne Configuration v (vph) m) (vph) V C 95% queue length Control Delay LOS Level of Service Eastbou 1 Westbound Northbound Southbound 4 8 1 Approach Delay Approach LOS Copyright C 201115 University of Florida, All Rights Reserved HCS+TM Version 5.1 12 48 650 0.07 0.24 1. 11.0 B Generated: 7/2112005 9:11 AM 288 NW 2 AVE & 6 ST TIMING FOR DAY # 2 (SECTION 27) S Y M CYC ME PT OFF NSG G Y WW F Y 4: 7 7 65 70NIGHT 20 3 10 35 1 4 20 6 4 7iit31'GHT �/ 60t, J.3 46 45 1 4 10 6 4 9ONI PEAK 730 8 30 55 1 4 20 6 4 90A PEA' 300 9 55 50 1 4 25 6 4 90NOON 1/0 45 10 46 55 1 4 20 6 4 9ONOOND1X .315 9 55 50 1 4 25 6 4 19OMM —DAY 545_11 36 61 1 4 24 6 4 90POST PM 3961.2 50 99 _T 4-26-a 300 13 45 45 1 4 10 5 4 70NIGHT 5f 3100 17 46 45 1 4 10 6 4 5 70NIGHT 20/ '300 23 10 35 1 4 20 6 4 'TER NEXT PAGE # (1 DIGIT), DAY 4 (2 DIG1T,99=HELP) OR ASSET # (4 DIGIT) L.3384 PAG 4 TIMING FOR DAY # 9 (SECTION 28) PAGE 4 2338 NW 2 AVE & 8 ST TIME PT OFF NSW F Y EWW F Y S Y M CYC MIN: 7 6 7 6 HT 12 0 23 40 20 6 4 20 6 4 6 6060EiNIGIGRAGE 700 4 40 20 6 4 20 6 4 SOAV 1530 5 40 20 6 4 20 6 4 60PM K PEPEAAK 830 4 4i 20 b 9 20 6 9. — 6 60VERA 12 130 23 40 20 6 4 20 5 4 ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) 34,---NW 3 AVE & 6 ST TIMING -1 PT OFF NW F Y WW F Y 411, MIN: 7 6 7 7 0 23 10 39 6 4 10 7 4 0 13 10 39 6 4 10 7 4 730 8 16 60 6 4 9 7 4 900 9 88 46 6 4 23 7 4 1145 10 88 46 6 4 23 7 4 1315 9 88 46 6 4 23 7 4 545 11 95 51 6 4 28 7 4 900 12 __._.92 _.._6... 4...27 1 4 1900 13 10 39 6 4 10 7 4 2100 17 10 39 6 4 10 7 4 300 23 10 39 6 4 10 7 4 TER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) 37604 FOR DAY # 2 (SECTION 27) PAGE 4 S Y M CYC 6 70NIGHT; 20 'MIGHT 1/ 90AM PEAK 90MID—DAY 90NOON 1 / 0 90MID-•DAY IOOPM PEAK 9OPOST PM 70NIGHT 1/ 6 70NIGHT 20 TIMING FOR DAY 4 2 (SECTION 27) PAG 3 29 NW 3 AVE r, 8 ST 8 Y M CYC i '4E PT OFF NW F Y EWW F Y MIN: 7 6 7 7 0 23 2 39 6 4 10 7 4 00 13 2 39 6 4 10 7 4 30 8 8 59 6 4 10 7 4 900 9 78 59 6 4 10 7 4 1145 10 78 59 6 4 10 7 4 ,. 9 78 59 6 4 10 7 4 1_ 11__ 98,_67.._.-6 — 4 4. 12 7 4 18s.- 12 4 59 6 10 7 4 3"40 13 2 3 9 6 4 10 7 4 00 17 2 39 6 4 10 7 4 L 4,0 23 2 39 64 10 �7 4, DAY # (2 ;�IGI`Tr99=HELP) OR ASSET # (4 DIGIT)i? ER NEXT PACs # (1 DIGIT), 274 4 6 70NIGHT.20 70NIGHT 1/ 90AM PEAK 90MID--DAY 90NOON 1/0 9OMID—DAY 100PM PFiAIC 90P TCISTCIS 1,PM 70NIGHT 1/ 6 70NIGHT 5/ APPENDIX C ITE TRIP GENERATION • -NI-r-2 OFFICE 4.TTRACTIONS - MOVIE THEATI ATTRACTIONS - BALLPARK 161 INSTITUTIONAL GONV ENTION II MISTRIAL RESIDENTIAL RETAIL HOTEL GROSS TOTAL VEHICLE TRIPS TABLE 6 DOWNTOWN MIAMI DRI UPDATE-1!4CREMENT i1 P11 PEAK HOUR TRIP GENERATION ANALYSIS CBD AREA 535.000 sQJ V. 5,000 SEATS 45.000 SEATS 450,000 SO. FT. 500,000 SO,FT. 250,000 SQ.FT. 3,000 O.Oi_ 225,000 SQ FT. 600 ROOMS PM PEAK;-1i}UR TRIPS ITE 6TH EDIT1C7N TRIP GENERATION TE OR FORMULA 1 710 T = 1,121 (X) + 79.295 444 T = 0.14 (X) 4e4 T = 0.02 (X) 540 . T=1.36(X) 710 T = 1.121 [X1 + 79.295 110 T=1.433(X)- 183.421 230 Ln(T)= 0.827 Ln(X) + 0.309 620 Ln(T) = 0.660 Ln(X) # 3.403 310 Ln(T)= 1.212 Ln(X)- 1.753 25.6 % OF GROSS TOTAL TRIPS [2] OUT TOTAL % TRIPS '!0 TRIPS TRIPS 54% 49% _ 3138 51"Y 3.273 6,411 0.0% OF NET EXTERNAL RETAIL TRIPS 0% GROSS EXTERNAL TRIPS VEHICLE OCCUPANCY ADJUST iv1ENT 18.0% OF GROSS EXTERNAL TRIPS 3 TRANSIT TRIP REDUCTION 4122 S°/ OF GROSS EXTERNAL TRLP5 [4] PEDESTRIAN/BICYCLE TRIP REDUCTION i� 14.ff'Ju QF GROSS EXTERNAL TRIPS 5 TOTAL NET EXTERNAL VEHICLE TRIPS FROM CBD TRIPS INTERNAL TO 0i41N1 2.2% OF NET EXTERNAL TRIPS 21 TRIPS INTERNAL TO BRICKE a 838 1,641 d9% 2 335 51% _ 2.435 4.77 A9% 374 Agy° 528 49% 1 199 7,8% OF NET EXTERNAL TRIPS [21 49% TOTAL NET EXTERNAL VEHICLE TRIPS OUT OF OMNIfCBDtER1CKELL 49°/a 1 1.07 5214 51% 97 191' 51% ,12E 2,207] {VOTES: 111 IN THE FORMULAS. ('X)15 THE AREA PEP. 1.000 SQUARE FEET, 121 INTERNALIZATION RATES BASED ON FSUTMS MODEL RUNS (SELECT ZONE ANALYSIS). LOWER THAN MIAMI'S C $fl RATE OF 1.42 PERSNEH. (31 ITE TRIP GEN ASSUMES A VEHICLE OCCUPANCY RATE OF 1.2 PERSONS/VEHICLE, (4) TRANSIT TRIP REDUCTION EASED ON PROJECTED MODAL SPLITS USED IN THE ORIGINAL DOWNTOWN MIAMI ORI STUDY, 151 PEDESTRIAN AND BICYCLE TRIP REDUCTIONS ARE ESTIMATED BASED ON DOM NTOW N CHARACTERISTICS. (6[ TRIP RATE FOR THE ATTRACTION (BALLPARK) IS BASED ON 0.02 EMPLOYEES PEP SEAT AND 1 PM PEAK HOUR TRIP PER EMPLOYES. • DOWNTOWN MtAM1 DRi UPDATE n:UranpiarliDr4}ecis\2i101;167151(3bies\cbd2Pm.vrk4 TABLE 21.C1 DOWNTOWN MIAMI DRI UPDATE - INCREMENT TRANSIT AND PEDESTRIAN MODE SPLITS AREA OMNI CBD BRICKELL SE OVERTOWN TRANSIT MODAL SPLIT (lj INCREMENT I 1 INCREMENT II 17-Sep-2001 PEDESTRIAN REDUCTION Pi 11.7% 14.9% 1 10.0% 23.3% 22,6% 14,3% 14.1% 15.0% 8.2% N/A NI [11 TRANSIT MODAL SPLITS BASED ON APPROVED RATES USED IN THE ORIGINAL DOWNTOWN MIAMI DM. [21 PEDESTRIAN AND BICYCLE TRIP REDUCTION BASED ON AREA1 CHARACTERISTICS AND DISCUSSIONS WITH CITY OFFICIALS. SOURCE: KEITH AND SCHNARS, PA 21-77 nAtranplan\projects12001\16716\tables\cbd2pm,wk4 %DE .OE I NE frill $ 4 �. 2603 De.orrne. Street Atlas USA®. 2004. www.delorme.com 14. Street Atlas €ISA€ 2004 Scale 1 : 17,600 m to INM q ep i ]A 414 LW KB 1' = 1,466.7 Data Zoca 13-5 APPENDIX E FDOT SEASONAL FACTORS • • Print. Date: May/ i 7/2005 €-13 DE NORTH l 8700 . • FlordaDepartnent ofTram:Ioniiion Transportation Statics Office 2004 Peak Season Factor Category Report Week Bates SF PSC£ 1 01/01/2004 - 01/03/2004 1.00 1.03 2 01/04/2004 - 01/10/2004 1.00 1.03 3 01/11/2004 - 01/17/2004 0.99 1.02 4 01/18/2004 - 01/24/2004 0.99 1.02 5 01/25/2004 - 01/31/2004 0.99 1.02 * 6 02/01/2004 - 02/07/2004 0.98 1.01 • 7 02/08/2004 - 02/14/2004 0.98 1.01 * 8 02/15/2004 - 02/21/2004 0.97 1.00 * 9 02/22/2004 - 02/28/2004 0.97 1.00 * 10 02/29/2004 - 03/06/2004 0.97 1.00 * 11 03/07/2004 - 03/13/2004 0.97 1.00 * 12 03/14/2004 - 03/20/2004 0.96 0.99 * 13 03/21/2004 - 03/27/2004 0.97 1,00 * 14 03/28t2004 - 04/03/2004 0.97 3.00 * 15 04/04/2004 - 04/10/2004 0.98 1,01 * 16 04/1 1/2004 - 04/1 7/2004 0.98 1,01 * 17 04/18/2004 - 04/24/2004 0.98 1.01 * 18 04/25/2004 - 05/01/2004 0.98 1.01 19 05/02/2004 - 05/08/2004 0.99 1.02 20 05/09/2004 - 05/15/2004 0.99 1.02 21 05/16/2004 - 05/22/2004 0.99 1.02 22 05/23/2004 - 05/29/2004 0.99 1.02 23 05/30/2004 - 06/05/2004 0.99 1.02 24 06/06/2004 - 06/12/2004 1.00 1.03 25 06/13/2004 - 06/19/2004 1.00 .1.03 26 06/20/2004 - 06/2.6/2004 1.01 1,04 27 06/27/2004 - 07/03/2004 1.02 1.05 28 07/04/2004 - 07/10/2004 1.03 1.06 1 06 29 07/11/2004 - 07/17/2004 1.04 30 07/18/2004 - 07/24/2004 1.04 1.07 31 07/25/2004 - 07/31/2004 1.03 1.06 32 08/01/2004 - 08/07/2004 1.03 1.06 33 08/08/2004 - 08/14/2004 1.02 1.05 34 08/15/2004 - 08/21/2004 1.02 1.05 35 08/22/2004 - 08/28/2004 1.03 1.06 36 08/29/2004 - 09/04/2004 1.04 1.07 37 09/05/2004 - 09/11/2004 1.05 1.08 38 09/12/2004 - 09/18/2004 1.06 1.09 39 09/19/2004 - 09/25/2004 1.05 1.08 40 09/26/2004 - 10/02/2004 1.03 1.06 41 10/03/2004-10/09/2004 1.01 1.04 42 10/10/2004 - 10/16/2004 1.00 1.03 43 10/17/2004 - 10/23/2004 1.00 1.03 44 10/24/2004 -10/30/2004 1.00 1.03 45 10/31 /2004 -11 /06/2004 1.01 1.04 46 11/07/2004 - 11/13/2004 1.01 1,04 47 11/14/2004-11/20/2004 1.01 1.04 48 11/21/2004 - 11/27/2004 1.01 1.04 49 11/28/2004 - 12/04/2004 1.01 1.04 50 12/05/2004-12/11/2004 1.00 1.03 51 12/12/2004 -12/18/2004 1.00 1.03 52 12/19/2004 - 12/25/2004 1.80 1.03 53 12/26/2004 - 12/31/2004 0.99 1.02 MOCF r 0.97 Page 1 APPENDIX F FDOT LOS TABLES MUATS INFORMATION • TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLOR URBANIZED AREAS* 111,01.47ERRUPTED FLOW HIGHWAYS Lanes Divided 1 Undivided 2 Divided 3 Divided A 100 1.060 1,600 Level of Service B C 13 E. 340 1,720 2,590 670 2,500 3,740 950 3,230 4,840 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 ** 220 720 860 2 Divided 250 1,530 1,810 3 Divided 380 2,330 2,720 4 Divided 490 3,030 3,460 1,860 2,790 3,540 Class 11 (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A 1 Undivided 2 Divided 3 Divided 4 Divided ** 99 9 9 100 590 810 220 1,360 1,710 340 2,110 2,570 440 2,790 3,330 1.300 3,670 5,500 E 890 dr** *. * 49 9 850 1,800 2,710 3,500 Class ID (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized arcs OM 150,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A .9 94 Level of Service 280 660 650 1,530 1,020 2,330 1,350 3,070 810 1,720 2,580 3,330 Class IV (more than 4.5 signalised intersections per milt and within primary city central business district of an urbanized arta over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A 4.9 44 sess as art Level of Serviee 270 720 650 1,580 1,000 2,390 1,350 3,130 780 1,660 2,490 3,250 Lents Dded 1 Undivided 2 Divided 3 Divided Lanes Divided 1 Undivided 2 Divided hiON-STATE ROADWAYS Major City/County Roadways Level of Service A E C D E ** ** 480 760 810 "* *4 1,120 1,620 1,720 8,740 2,450 2,580 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C 13 E *4 " 250 530 660 ** " 580 1,140 1,320 interchange spacing > 2 mi. apart :Ants 2 3 4 5 6 DA'S FREEWAYS Level of Service A 1,270 2,110 2,940 3,580 1,970 3,260 4,550 5,530 2,660 4,410 6,350 7,480 3,360 5,560 7,760 9,440 4,050 6,710 9,350 11,390 3,980 6,150 8,720 10,480 12,550 Interchange spag < 2 zni. apart Level of Service LanA B C 2 2 1,130 1,840 2,660 3,4 40 D es 3 1,780 2,890 4,180 5,430 4 2,340 3,940 5,700 7,380 5 3,080 4,990 7,220 9,340 6 3,730 6,040 8,740 11,310 -E--- BICYCLE MODE 3,910 6,150 8,380 10,620 12,850 (Note: Level of service for tbe bicycle mode in this table is based on roadway gefirootrics al 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorizesf vehicla volumes shown below by number of directional roadway lanes to determine rosiximum service volumes) Paved Shoulder/ Bicycle Lane Coverage 0-49% 50-84% 85-100% A ** 160 B 130 380 Level of Eervice C13 170 720 210, >210 >38E1 *** >720 *** 994 PEDESTRIAN MODE I (Note: level oservice for the pedestrian mode in this table is based on roadway geornetrim at 40 mph posted speed and traffic conditiona, not the number of pedestrians using the facality.) (Mu)tiply motorized vc341e volumes shown below by number of directional roadway lanes to determine miximum service volumes.) Sidewalk Coverage 0-49% 50-84% 85-30D% Sidewalk Coverage 0-84% 85-100% A 9 4 4. 9. Level of Service ** ** ** ** 120 590 13 330 520 >390 BUS MODE (Scheduled Fixed Route) (Buses per boar) Level of Service A .99 >5 >6 >4 C ! >4 >3 13 >3 >2 810 990 *** Source: Florida Department of Transportation 02f22/02 Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0430 littp:llwwwl I anyflorida.cons/planning/systemsiswilosidefaulthlin min tibia stow nst comb= shaded sod &odd he sled osiy fur gerossal plassisi 9prTi99600.N. GaMptiag aodeis cam watch Ws siblol yclabsuld be wed, for most specific phsobss applisafisru. She labls ash dailies compass hassiels should rsce be gaol for sorridor istalsoiso desigs, shwa moss reined teetasicrou alit. Woes hbowp sre ItsuriP &whew) whir= for Icecle Sf service ant as for the hutorsobirsibritek modes sew specally swat IsYsi *tutos lescr pods titsssittilds car probably oat csisparabie *crux masks sod, twisferrh, cross modal easopartscocishoshi scahla with mod= Foribessoeh rarsibiphsoleysis of 111SYYSC of differ= modes WA ass 17.E11113 roadway levet *fa:mire is am scracessitatslad. Ts coprest is mug awashe stay traffic Yobases. tbsche. Yokota nuna bc divided by appsspAap. 12 mai X (wow. alw tables totost Yabs stofstath awl ltyal of saris:: .anit appear sot hos folishrias pegs. Caltalttinasni buD phi applicsohcos ilibi Highway Capacity Mavatsk Bicycle Los Modei. Pttetni1113 LOS Modal suid Tama Capacity and Qyaltsysf Service 14107911, rhaposinsly for Ors eratsiscsbashruch. bicyr4c,. pulsar:as' sad bus modes Comsat be 9cbiovell wing able iStras valise sicfachts. °"Nrot appficablo for Shia levet of ihroicc Is= paha For oatocoshhearp& scstylls, yehspas t.73.9 ..991 of Wei= D b9C9r110 r tebrANZKI9trittAira Gratititl haft be= =chat. For bislhie pniessiso modes, bah ichel of sessich trace pale (inehisfiss F) is sot achleyabib bethois there is ess eachbasts Vehicte scams atooshbV shin thbih twat 4h: defe:cfih- : ..syssposocssewoessisa9 ARTERIAL/NON-STATE ROADWAY AEafiSTMENTS DIVIDED/UND1VIDED I (alter corresponding volumes by the in44ted percent) No Yes -5% -25% ONE WAY FACILITIES Increase corresponding volume 00% Left Turns Imes Yes Adjustment Factors *5% -20% Median Divided Undivided Undivided Undivided 97,• • • A <O.32 @ 4 <0,53 <11 <0.47__F <19 C <_ 0J4 <26 <9.6I <26 O <0.90 33 [O.EE ( <33 E <1.a9 <45 <1.00 543 `" F >1.00 a45 1 >1.00 >45 WC .4 Demand 10 Capacity Ratio TABLE 4 - 7 ,-ONTINUED) GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS INPUT VALUE ASSUMPTIONS VN1N1&RRI.IFTE i til.egW SARIXSISS ._ Freewt0 lliOwn' .. ('3!IniSi (1m3V ROADWAYCITARACATP.R16TjC3 Isms 2-6 2"6 1 -3._..-.__-.. Ahnn sdeli rmalanai thew ...... .......... 50 rased meted Wahl How (a�11) 4 , ..-- 35 S0 Free speed ., .... 1 13 0 ^ D siemzmastIan (mg- mIle 7.3 1 lmereltan-_ pes 7 ttedrsa(5y) lmp(ny) e --- Y Y ultttm Tenaht 1) 1 Ir %no soma 10 phasing Pining Race(0411 CHARACTERISTICS TRAFFIC haw helm (IQ 0.097 0.093 a.1195 a.09S P)ennimg*semis .- 035 0.55 0.33 053 DlneuimutdlatrlbmtlarfemurWI ttcer(PIM 0.95 0.95 0.925 0.475 Pwkhmar 17d) 210d $umc40ec1ty(pmahpl) 6.0 4.0 2.0 ... 2.0 thavy vehicle percent Loner arjvaiment feeler 0.45 1.00 1.0 1.0 RDADWAT CBARACTERJSI1 Number of directional Item • totes Paged spend (mph) rem flow Pavement emedition o t } Shkwt1k(0,V1 Sldee 221129bldw13 sepenttm+ (a,t,w) Sidewetktr1dwey prorxttw bane (40) Obstacle to bus et n Clue ) 1 3-3 45 - 50 0 55 Signalized miers le ...... Ant4v43 type (1.6) ...__. - - 3 3 32 h ien: h Effective PN Femmes* twat of Clam 00 Clew TV Semite , vie Daml1y vie Density 10.2y1 <11 s.. 120 0.44 4 3 50 4 SS 5 Stein Art 11 2-3 4 45 45 b.0l15 3'S 0.093 3.9 3A 4 120 120 120 _ )20 0.44 - 044 044 0 1i1 7wa-leas 3S F FS h4mitl ante vrc 1 0R�e6v > 0,91? 4025 I S 11 > 9A 47 +911 >0.730 <0.60 >0.667 0.11 s 05E3 11.00 <0.503 >1,00 . 26 <<3 141 >41 r F'.RRUlTEUFE.OWFACif,ITrCS cut!n1 Glenly 1 2-3 4 ! 2.3 34 35 35 3Q 30 9 40 15 33 35 n T r e e Y Y 21 L r 0.093 3.0 4 20 A4 0.093 0.095 0.095 0.095 0.53 0.55 5,9 5.0 9.0 F,0 4 4 4 20 129 129 12 0.44 0.44 0.44 0.44 Nea.ShkR edways 8ieyele Pedestrian uB M1ar S„` fC. • r Other 5lnmailad Clem 11 Clan 13 . 4 1 2-3 1•2 2 2. - 30 45 45 40 40 5 „m,^, 35 30 30 a 1 r .9 0. 43 ns+'0�Y naY n 9.093 w 0095 0.095 00193 0,095 0493 0.3$ 033 0.33 035 0.53 9.33 9925 0.925 0.925 0.925 r 0.923 1900 1900 1903 1900 1900 1900 1.0 2.9 2A 0,93 0. B 0.96 16 12 12 1,0 3,9 3,0 1.9 .. _,_ 3.0 4 4 4 3_.. .4......„„„ 4 e f 170 120 120 ...129 ---....tzo.. O.M 0.41 0,41 L 0.31 , , 0.44 9.44 LEVEL OF SERVICE THRESHOLDS HereStats Rea&rays healer Chylcaunt1y Other Si9naIFa03 ATS Carnal Delo > 33 mph . < 10 tee Chas 1 ATS 42 mph > 34 mph > 27 a2 m > 16 rapM 16 mph Matta Twe-Way,Anerhl le Class 11 Crest 111 ATS ATS >33mph a30mph >21e0th 4mph >22mpt >19m9h >17 >14 h >13mph >49mph <13mph 5100115h Clam Iv Ax9 > 23 mph > 19 mph > 13 mph >9rth >7mph <7 mph 54 FPS r• Percent Free Flow Speed ATS Average Travel Speed >xa n > 32 mph >l7mp1 a 13mph 513 mph <20 set <35 em <53ate ... 190 aaease >10ae Bicyaie Scare _+13 <2.5 <4,3 e3.$ >3.5 Pedestrian < 1,5 2. <1.5 Eva Buret per hr. s6 >4 > 92172302 <5,5 > 3.5 98 40 Lanes 2 2 Multi Multi Divided Undivided Undivided Undivided TABLE4-4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS' 14 RRUPT Lanes Divided 2 Undivided 4 Divided 6 Divided Class 1(>0,00 to Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A 180 1,940 2,900 10 FLOW A1GIHWA 'S Level of Service B C D 620 1,210 1,720 3,140 4,540 51370 4,700 6,800 8,810 ATE TWO-WAY ARTERIALS 99 signalized interseetions per mile) Level of Service A C D 1,310 1,560 460 3,300 3,390 700 4,950 5,080. 890 6,280 6,440 a* B 400 2,780 4,240 5,510 Class 11(2.00 to 4.50 signalized intersections per mile) Level of Service 3..anes Divided A B C D 1,079 2,470 3,830 5,060 2 Undivided *• 4 Divided 6 Divided 8 Divided ** 4* 180 390 620 800 E 2,370 6,670 10,010 1,630 *e4 sae a4* �aa 1,460 1,550,) 3,110 4,680 6,060 4,920 6,360 Class RI (more then 4.5 signalized intcsections per mile and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A ** 4* ** .* Level of Service B C 13 ** 500 1,200 1,180 2,750 1,850 4,240 2,450 5,580 *4 sa 4* E 1470 3,120 4,690 6,060 Class IV (more than 4,5 signalized intersections per mile and within primary city central business district of en urbanized area over 750,000) Lanes Divided 2 Undivided 4 Dividend 6 Divided 8 Divided A 4* *4 *4 4* Level of Service 13 C I3 4? 490 1,310 1,170 2,880 1,810 4,350 2,460 5,690 4* M* 4* 1,420 3,010 4,520 5,910 WAYS interchange spacing> 2 mi. apart Lanes A 4 2,330 3,840 5,350 6,519 6 3,580 5,930 8,270 10,050 8 4,840 8,020 11,180 13,600 10 6,110 10,110 14,110 17,160 7,360 12,200 17,020 20,710 4 6 8 Lanes Divided 1 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided NON -STATE ROADWAYS Major City/County ]roadways Level of Service A 13 C 44 ** 870 2,030 3,170 ** 44 4s as D E 1,390 1,480 2,950 3,120 4,450 4,690 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D 4* ** 450 950 *4 ** 1,050 2,070 B 1,200 2,400 Source: Florida Department of Transportation 02/22/02 Systems Planning Office ONE-WAY FACILITIES 605 Suwannee Street, MS 14 • Tallahassee, FL 32399-0450 Decrease corresponding two -directional volumes in this table by 40% to httpllwwwl1 reyfloridu.cornlplanninglsyatemslaraloo'default htrn obtain the equivalent one directional velarne forione-wan facilities 'this able does I103 eanaritme a aunderd sad should be mad only fnrgeaent planning 4PPlicatini t.7ke amputee math hem which this Whim to desired should be mod ibr mmt sprc'0s pL of applicatie the ublx and dairies eampenermvflels 9watdmot be need CM e4rridoe Of herw,ai,n design, whore maw refnedteehnigvse wale Valves Crewe ere bonny tymaray rmhraca svels of be awl] wtoi*d. Level a f teaks Setter grade throbs s arc probably apt �pewbo arem srnd0e out, thtntner, snow modal comecrith made sadgebar arseria:mobadavbcwadnwdca, sprat y To thaw" et nowt range doily traffic vatutoce those made.onum boa. Pmdl try sa , ec:10 Y IC holm. . swam The of funereal brie re ennintmnll rash oy niter a ppm on raa�'4 pees EYkuled4a ate aced ern planing appticatimm 4(She Highway Ynpmnrarerhw 81t,dfy $apP�Y1t!rant.IS tabd'iimpsioshudesire,red meltsLeal of Scoria criteria tt, rti.torefarot th g frogs ,chrucr bicycle, pedeserien we he* aadex. 1.09 Mudd ind'frewit (Spaciry and CNIitY of Soccer Mmnsl, rsapeedrdy rot the wr^^' C be a owl, Bicycle gLm Model, aw value to]nave ben earhxL far bicycle nerd ", be kbie theind t at for bk terrine deF t. m" Mot applicable the that lard or aerriec kiss gale. For ammnobiwpock �. volumes game dreg 1svd,af sesvix D bemrae F because imcaesd,m opacities podemlam made,, tba ldd of serrits lease gam Oath/ding Fl is mat sdderable, browse There it on aucmam, rehi:k,slams atawbnld using table input value debate, 9, 10 12 Level of Service B C 13 ge spacing a 2 mi. apart A 2,050 3,240 4,420 5,600 6,780 Level of Service J3 C 1] 3,350 4,840 6,250 5,250 7,600 9,840 7,160 10,360 13,420 9,070 33,130 16,980 10,980 15,890 20,560 7,240 11,180 15,130 19,050 23,000 E 7,110 11,180 15,240 19,310 23,360 BICYCLE MODE (Note; Level of service for the bicycle node in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, riot number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below hy number of directional roadway lanes to determine two-way maxim* service volumes) Paved Shoulder Bicycle Lane Coverage 0-49% 50-84% 85-100% A *4 44 300 Level of Service B C L7 ** 310 1,310 240 390 >390 680 >680 a*4 E >1,310 *Ot *4* 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 eonndidons, nut number of pedestrians using the facility) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way inaxiMurn service volumes.) Level afService C { D 600 1,480 940 1,800 >1,080 *** Sidewalk Coverage 0-49% 50-8454 85-100% A *4 ** *4 B *4 4* 4* *4 210 1,080 BUS MODE (Scheduled Fixed Rolfe) (Buses per how) (defm awn per War ahcwa me only for the pia pew iv the single direst',* of/dither milk flaw.] Level of Service Sidewalk Coverage A B C 12 0-84% *s >5 >4 >3 85-I00'A >6 >4 >3 >2 E >2 >1 ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter cop esl,unding vohtttre by the indicated percent) Median 1-4 Toros Lanes Adjustment Factors 45% 20% -5% -25% Yes 140 Yes No i • TABLE 4 - 4 1.,4,ntlnued) GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S Urbanized Areas INPUT VALUE ASSUMPTIONS UHINTZRRUTTED FLOW FACILITIES Freeways ! 137y1 iiOApWAY CIBARACATEROSIICH Number drthrooah lance 4 • I Z 4.12 2 4.6 Fated ered(mph) - 65 55 30 Se Free flow aped (mph) 70 60 53 55 Buis asamein !Math (1Ai) 1.5 0 Intatchanee sprite per mile 2.5 1 81ahg9 KY) it Y Left turn 1aets (n,y) . ._ Yenta Ten(TM 1 3 :i ne put:gums -80 9auiN hues (o,y) a TRA1'FIC CRARACTER15T7C5 rhnr+4aj antyols hour radar (K) 0.097 0.093 0.095 0.093 1)310c110tad dlenibmIcm %Mot (p) 0.53 ass 0,35 055 Fmk bowliom(THF) 095 0.93 0925 0925 Base ea911601(94091) 1700 2190 Beery white percent 6.0 4.0 2.0 2.0 Last adjuatnentfloor 0.98 1.00 3.0 III INT6RitOPTED FLOW FACiuTI '' Stile Arterials Nea.State Rd'Sways Hkrate Te 1merlon Bua RSAI)WAY CIIA33ACFS11. TICS Chin 1 Quill Clsss 111 Choi IV Haler G'YlConney O111er 5184411sed Cam 1I 6'1ui ai Number of Waugh lancet 2 4.6 8 2 4-6, 8 1 4.6 8 2 4-6 8 2 4.6 1-4 4 4 roatsd mat (Mehl 45 50 50 45 45 43 35 35 53 30 30 30 w 43 43 40 40 Free flow speed (me) 30 55 55 50 30 S0 40 40 40 33 33 33 50 . 50 45 43 14e4)01 t1pe�n,rnt) - n r r n r r 0 r r n rr r n Left turn Nee (n,YZ y Y y 2 Y Y 3 Y Y Y Y y Y Y Y .. Y 19vad rhwfdmWm e Su) n.50%.9 n OuiodeIsm w141hfp.6w) 3 1 ► %transmit tonlot(ud,* S)dearalk (a,Y) n.50%,X n,Y - . S3daw0Uroe4wey centreline (a,t,' .. Sidevraiithae6 ely pn ieetve barr(at (NY) - n Obstacle to bus 0/9 9In,Y} ., TIIAF132C CRARACTiRISTICS Plemlryrrr„lyaisbow Siamel() 0.093 0.093 R095 0.095 0.095 0.095 0n93 0.095 0,095 0.095 0,093 0.095 0.093 0.093 0,095 ' 0.091 0.095 D"ereatirmt011trihutionfester 03) 0.33 9.53 0.33 0.55 0,55 0_55 035 055 0.55 0.55 033 0,55 035 035 0.53 035 0.53 Fmk bout fester CPHF) 0.915 0.925 0.925 0.923 0925 0.923 0.92$ 0.925 0,925 0.925 0.925 0.915 0.915 0925 0915 0.925 0.925 0sseretertian lhwrnw1RGphv4 1900 19W 1900 1900 1900 €500 1900 1900 3900 1900 1900 (900 1900 1900 1900 1900 1900 6sarY vehtele 2.0 ,, 2.0 1.0 2.0 20 2.0 33 (3 13 1.1 1.5 3,5 1.3 1.3 1.0 2.0 2.0 percem Last sdjuennent lister 10 3 0 093 0.91 0.98 0.95 0.93 0.95 0.92 0 92 0.92 0.90 0.98 991 0.95 098 0.98 S41umA flnm exclusive mm tapes 12 12 12 12 12 12 12 11 12 11 12 31 14 14 115 12 (2 Once *pen of anise - 13 CONTROL CHARACFERI511C6 Sig1lltedhtresestiansper mile 13 1.0 1.0 3.0 3.0 3.9 5.0 5.0 5.0 , 8.0 8.0 8.0 3.0 3.0 3.0 3.0 Avivellype(1.6) 3 3 3 4 4 4 4 4 4 4 4 4 4 4 .. .3 4 w 4 S48naltvpfa.a.f) a a t I s s s a s a s I a s - a s s LYek hn3th(C) 120 110 , 120 120 120 120 120 110 120 120 120 130 120 120 120 110 120 r8,3ter.Ve'nrvtia(JC3,....,.._..,.__._.._4u__......0.44.._....0A4.,.,.,_0.A4__-..__0A4......_.9.44..._0.44.......,.9,4......,....0A4..._._..._0.44..,....,.., 0,44...... _144........... A.4t.. _....._. 0.41 1144 ... ..... ...41A .. .__.. _. _. _... HOLDS . Trent A era a T �� Pair T-a.WI Arter91H Nen-Slat! 16wa 9 r5s rearserkea Hue tore ar Chtab al Cilia IV Two -late '31' FFS Me141eee Sice DenshI A. CI ATS Clue11 ATS Clwlll ATS ClasrlV ATS Mojot Chy11c a A79 my her Signalised anneal Daley .. Sena Score Bum Posh O vie VVenrty Ser•ise `- A vie earl 4lE 502$ 511 , '0917 5_0,29 531 a42mph >33mph >30nrph >23mph s35mph <10sea <13 . <1.3 a6 <053 .e1a 50,47 <li >0.833 5;0.47 , t18 >34 neh >21 mph >74 mph > 19 mph >26 mph 520 ens 52.5 <2.5 >4 B C <13,74 <26 440,68 <16 -frn0.750 4_0.63 526 >2imph >22mph >Ilmph >13mph >22mph 535see 53.5 <33 Z3 " I3 <090 <33 <0.81 (33 >0.667 <0.88 533 > 31 mph > 17mph > idmph >9rn0h > 17mph _ <53see 54,3 <43 +2 6 etoo .445 43.00 445 >0383 41.00 <41 > 16mph >11 mph > 10 mph a7 renh >13nsph <10 sae <3.3. <35 >I >Leo >45 >1.00 >45 50,583 >1.00 >41 - <16mph 113mph <10mph 557mph <13mph >10see >3,5 >5.5 41 vie - Demand to Capacity Ratio % FFS - Percent Free Flow Speed ATS - Average Travel Spud 0812032 92 Miami -Dade Interim 2005 Cost Feasible Plan ORIGIN ZONE 526 TRIPS PERCENT 527 TRIPS PERCENT 528 TRIPS PERCENT 529 TRIPS PERCENT 530 TRIPS PERCENT 531 TRIPS PERCENT 532 TRIPS PERCENT 533 TRIPS PERCENT 534 TRIPS PERCENT 535 TRIPS PERCENT 536 TRIPS PERCENT 537 TRIPS PERCENT 538 TRIPS PERCENT 539 TRIPS PERCENT 540 TRIPS PERCENT • DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS j TOTAL 1 NNE ENE ESE SSE SSW WSW WNW N. 132 54 40 72 88 230 13.69 5.68 4,21 7.58 9.26 24.21 8 7 4 6 4 15 10.67 9.33 5.33 8.00 5.33 20.00 166 1681 17.47 17.681 13 181 17.33 24.00 920 293 359 506 556 1502 1147 1149 14.30 4.56 5.58 7.87 8.54 23.35 17.83 17.86 784 308 350 319 485 1204 942 989 14.54 5.71 6.58 5.92 9.00 22.33 17.47 18.35 250 93 128 85 134 372 272 310 15.21 5,66 7,79 5.17 8.15 22.63 16.55 18.85 1262 512 684 508 771 2188 1731 1745 13.42 5.45 7.28 5.40 8.20 23.27 18.41 18.56 478 196 151 229 281 839 669 639 13.69 5.61 4.61 6.56 8.05 24,03 19.16 18.30 55 32 27 36 45 114 86 87 11.41 6.64 5.60 7.47 9.34 23.65 17.84 18.05 109 45 49 80 86 193 167 147 12.44 5.14 5.59 9.13 9.82 22.03 19.06 16.78 192 92 80 113 130 406 324 299 11.74 5.62 4.89 5.91 7.95 24.82 19.80 18.28 289 149 81 176 196 634 517 528 11.25 5.80 3.15 6.85 7.53 24.67 20.12 20.5 2 0.00 33.33 0 2 0 1 0 1 0.00 33.33 0.00 16.67 0.00 16.67 190 91 82 107 253 459 366 291 10.33 4.95 4.46 5.82 13.76 24.96 19.90 15.82 313 134 60 186 296 707 563 515 11.28 4.83 2.16 6,70 10.67 25.48 20.29 18.59 85 52 3 11 83 324 231 304 7.78 4.76 0.27 1.01 7.59 29.64 21.13 27.81 950 75 6432 5391 1644 9401 3492 482 876 1636 2570 6 1839 2775 1093 - 36- 1/18/05 APPENDIX G COMMITTED DEVELOPMENT • • tu Q N3 S+lr3ST }LU ',C CO FnwEC7: • LEGEND F - 0NEWAY TUSCAN PLACE TRAFFIC IMPACT STUDY u1Lt+ PROJECT TRIPS EXHIBIT No, 10 Page 18 APPENDIX H REDUCED SITE PLAN • Vow Arnmvelt AVIMNS ) • • ^. l,W.sTkre 46 BUILDING 4 190 UNITS 1 t7-7-7.•-...;"*"..- • • - ... 4 V:06, 4114-04,. AVOW. . SITE ItLAN 1_11 .46.11,1 A-0.0.1 , . 1 • PRELIMINARY PLANS FOR SAWYER'S WALK MIAMI, FLORIDA -r I r=.!