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Tab 2 -Traffic Impact Analysis
02/©_.'` 066 1`2: SEA 3E153E159997 01/31/W6 17:0t3 FAX U123 TRAHSP[b T i�i L 1S `AGE 027 C13 yZ002/003 • • January 31, 2006 Ms. t iiio I. Medina, MCP Assistant Transportation Caordinatnr City of Miami, Office of the City Manager/Transportation 444 SW 2n' Avenue (le Floor) Miami, Florida 33130 Re: 1080 arickell Avenue Sufficiency Letter-- W.O. # 144 Via Fax and US Mail Dear Ms. Medina: Subsequent to our December 17, 2005 review comments for r the by Transport jectproject; o t ; we Analysis have received PI response letter can January 9, 2006: prepared Professionals, lnc. (TAP). We have also received a Satisfactory letter (via e-mail) from kittQlsan & Associates (K&A), who represents the FOOT Planning office, on January 31, 2006. Photocopies of both the revised analysis from TAP and e-mail from K&A are attached herewith. At this time, we conclude that the traffic impact report along with the subsequent submittal meets all the traffic requirements and the study is found to be sufficient. Should you have any questions pleas? fell free to call Khant Myat or me at 954.739.1881. •rs,=on Southern Ra Shanm Se for Traffic Engin Attachment Cc: er Mr, Kevin Wellbrd, Planners, City ©fMiemi (Fax - 305.416.1443) Mr. Richard P. Eichinger, TAP (Fa : 105.385,9997) Un5 ccuporatlofl Lelieshpre Cnmptox 5100 NW 33rd AvanL . Saga V,513 Fart LauPard I , FL 33344.8378 Tel, e54 739.1$$1 r z:954-7$9.t789 • • • 1080 BRICKELL RESIDENTIAL DEVELOPMENT 1080 BRICKELL AVENUE MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS DECEMBER 2005 1080 BRICKELL RESIDENTIAL DEVELOPMENT 1080 BRICKELL AVENUE MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS Prepared for Rilea Group 848 Brickell Avenue Suite 1010 Miami, Florida 33131 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385-0777 December 2005 5786 • Richard P. Eichin;er Project Traffic Engineer 305-385-0777 • 1080 BRICKELL RESIDENTIAL DEVELOPMENT 1080 BRICKELL AVENUE MIAMI, FLORIDA MUSP TRAFFIC F'IC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 1 TRIP GENERATION 6 SITE ACCESS 6 TRIP DISTRIBUTION 7 LEVEL OF SERVICE 7 PLANNED ROADWAY IMPROVEMENTS 7 PEAK SEASON TRAFFIC ADJUSTMENTS 7 FUTURE BACKGROUND TRAFFIC 12 COMMITTED DEVELOPMENT 12 TRANSPORTATION CORRIDOR ANALYSIS 12 TRANSPORTATION CONTROL MEASURES PLAN 15 CONCLUSION 15 TABLES Table 1 — Unadjusted PM Peak Hour Site Traffic Volume 6 Table lA — Adjusted PM Peak Hour Site Traffic Volume 6 Table 2 — PM Peak Hour Traffic Volumes 8 Table 3 — Levels of Service 11 Table 4 -- Person Trip Corridor Analysis 13 Table 5 — Year 2007 Person Trip Corridor Analysis 14 FIGURES Figure 1 — General Location 2 Figure 2 — Study Area 3 Figure 3 — Existing PM Peak Hour Peak Season Traffic at Study Locations 4 Figure 4 — Lane Use Geometry 5 Figure 5 — Site Only Traffic 9 Figure 6 — Year 2006 Traffic Volume With and Without Site Traffic 10 APPENDIX Appendix A — Traffic Study Methodology Appendix B — Traffic Volume Data Appendix C — Capacity Analyses & Traffic Signal Tinning Data Appendix D — ITE Trip Generation Appendix E — FDOT Seasonal Factors Appendix F — FDOT LOS Tables & MUATS Information Appendix G — Committed Development Worksheets & Data Appendix H — Reduced Site Plan 1080 BRICKELL RESIDENTIAL DEVELOPMENT 1080 BRICKELL AVENUE MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSTS INTRODUCTION This report summarizes the impact of traffic from a proposed residential development to be located at 1080 Brickell Avenue in the City of Miami, Florida. Figure 1 depicts the site's general location. The following use is being proposed: - 312 condominiums The methodology used for assessing traffic impacts of the 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. The study area is shown in Figure 2. Arterial Analysis - Coral Way - Brickell Avenue Intersection Analysis - Coral Way & Miami Avenue - Brickell Avenue & SE 10th Street - SE 1st Avenue & SE 10th Street - SE 1st Avenue & SE 11 tt, Street EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in July and August 2005. Figure 3 depicts existing PM peak hour peak season volume at the four study intersections and Figure 4 illustrates intersection lane geometry. • Street Atlas USAS 2006 • s !moon C`iuinas Cues 'Stcyto As SSRtl6n pSGn Inn: h:tEEMI als Rk siaurenja" Aoer rtltkh�C'xi€€ f,r. El Oslam hfl`,1ST ST ' , aT sT atk'Ncai+ i [ M4 E.anaea.„ t 1STSTc. 1'fEt: c a hcouoa aF'�e'_.-:^..avrcynra py ttarrior. I' S: t i T I S lEn Fish OOrJ r f a ise�tavrsr>� T + S J . reap<ul.�z-n ,..; o o $ oal R E"i blaxmc talc .....-. - as E Lahr. -`Riassa tans -i -Iv aneanrt Gc4n1.01 . . n ,v4 1_C vp SR y, tl tIIsrs ^'aaRhtan n ..:.: .. ' lfah rat #SiaricA: as€ds" 4 4 Eici41 awerv. 1,i � Sc:uvr ss 3n i i. S..crsrs,— �a14 r" i 4a4ei ti}c.a a uranu niaw ttli 4tosa Nautka and�ar4t etll cal of Amara CH"u?IN -F„Z u'iailtl ..1..r. 80s 5�}5'w M,aauf �r . 1 a.1Eis .1a« Peel saris aiiii ! THs rn stiv NTH ST Fefriurt s ! Z -14te Ass 7511 You A SS i, sBeis Pun Sk-Ssi '.lrt deli W „,,,, S l T..^1 aeT rS Yi7MaT I ains Rasta ,€ titt inc./ 'Admimsuathokk iln s!e : .... .Soun,s e.SW in-IST . F'BYIE linArnallorol nats &L ixmer1as 1 ': A Data use subject to license. ® 2005 DeLorme Street Atlas USAF 2006 wwww.delorme.com Ivlartla: Nres'.tta '1 z€27H Cr 3T'l5T aE13TxST 7ihTCR f $1. ..C4nr.kEZtki EN') FEirpenge9 the;"+6i11 yank tatty uG AtstesrenidB it rTNT,SR ._-.SE 147 .1 MN (5.5' 11V) ft 00 800 1200 1600 2000 Data Zoom 1 4•0 2 • • • LoRmt Street Atlas U SA, 2006 Data use subject to license. © 2005 DeLorme. Street Atlas USA© 2006. www.betarme.cam STUDY AREA MN (5.5' VV) 3 Figure 2 0 400 600 1200 1600 2000 Data Zoom 14-0 • • SE 10th Street Existing 2005 Peak Season PM Peak Hour Traffic Volumes 7,411 0 C PI I I li. TRANSPORT ANALYSIS PROFESSIONALS Figure 3 • N Nrs J t It SE lOth Stree 1 Lane Use Geometry TRANSPORT ANALYSIS PROFESSIONALS Figure 4 5 • TRIP GENERATION Traffic generation by the proposed development is estimated using rates in the seventh edition of the Institute of Transportation Engineers' (ITE's) Trip Generation Report. Table 1 depicts PM street peak hour generation. The PM peak traffic is higher and consistent with general traffic patterns in most of Ivliami-Dade County. Therefore, analyses will continue using the higher PM peak hour values. Table 1 Brickell Flat Iron PM Peak Hour Unadjusted Traffic Volume Land Uses Condominiums 312-units ITE PM Peak LU Code In Out Total 232 75 44 119 The proposed development falls within the Brickell area Downtown Miami DRI designation and is subject to trip generation adjustments to account for transit and pedestrian/bicycle factors, which collectively reduce primary trip, making by 29.1%. Table IA depicts the estimated primary trips for the proposed development. Table IA Net Primary PM Peak Hour Traffic PM Peak Hour Land Use In Out Total Condominiums 53 31 84 SITE ACCESS The proposed site will have one, two-way drive along SE 1st Avenue and one, one- way egress only drive along Brickell Avenue. See site plan for access details. TRIP DISTRIBUTION The Miami -Dade County Public Works Department was contacted to obtain the cardinal distribution data set as published in the latest 2005 MIJATS travel model validation runs for TAZ 572 to determine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North/northeast — 18.20% East/northeast — 4,67% East/southeast — 2.43% South/southeast — 1.73% North/northwest — 25.91% West/northwest --- 18.44% West/southwest — 24.57% South/southwest — 4.06%© Table 2 depicts PM peak seasonally adjusted existing traffic, year 2009 background traffic growth (without project) and year 2009 with proposed site traffic. Figure 5 depicts the estimated volume of site only traffic on local roadways. Figure 6 depicts year 2009 traffic volume with and without site traffic. LEVEL OF SERVICE Intersection level of service (LOS) analyses were performed at the off -site intersections, intersections in close proximity and site driveways along public roadways using software that supports the current Highway Capacity Manual (HCS). Arterial analysis were performed using the city's adopted Transportation Corridors analysis. Table 3 depicts the LOS at the locations under study PLANNED ROADWAY IMPROVEMENTS Research of the latest Transportation Irnprovements Program (TIP) and the Long Range Transportation Plan (LRTP) revealed no significant improvements to the immediate area. However, there are on going studies in the area. PEAK SEASON TRAFFIC ADJUSTMENTS Using FDOT's 2004 seasonal factors for South Miami -Dade County, traffic volume data collected were increased, by 8.7% to reflect a peak season condition. (FDOT peak season factors are in the appendix.) • TRAFF V TABLE 2 UME AT STUDY LOCATIONS • • • INTERSECTION AND APPROACH SE 1st Avenue & SE 10th Street IEB LEFT !ES THRU EB RIGHT 'WB LEFT iW8 THRU WB RIGHT __.. NB LEFT ?NB THRU 2005 PM PEAK VOLUME SEASONAL INCREASE VOLUME 2005 PEAK SEASONAL VOLUMES YEAR 2009 YEAR YEAR 9ACKGROUND 2009 2009 GROWTH COMMiTTE4 WITHOUT INCREASE DEVELOPMENT SITE VOLUME2 VOLUME SUBTOTAL SITE VOLUME YEAR 2009 WITH SITE TOTAL VOLUME 2 21 16 92 247 20 9 31 NB RIGHT 14 'SB LEFT 27 :SB THRU 147 ISB RIGHT 10 8ricke8i Avenue & SE lath Street EB LEFT ES THRU EB RIGHT WB LEFT WB THRU W8 RIGHT NB LEFT NB THRU iNS RIGHT ISB LEFT J58 THRU IS8 RIGHT 22 0 73 2 2 1 152 1009 4 20 1371 56 0 0 0 3 0 0 0 0 0 2 2 21 18 93 250 24 9 31 14 27 149 10 0 2 1 0 1 22 10 137 1 13 0 0 1 87 1 0 1 0 6 28 0 0 0 0 1 0 0 0 2 11 0 0 15 1 22 0 74 2 2 1 154 1020 4 20 1388 57 1 0 3 0 0 0 S 41 0 1 56 SE 1st Avenue & 11 th Street 'NB LEFT INS THRU 58 THRU SB RIGHT South Miami Avenue & Coral Way EB LEFT EB THRU EB RIGHT WB LEFT WB THRU W8 RIGHT [NB LEFT 'NB THRU RIGHT LLEFT SB THRU 58 RIGHT SE 1st Avenue & Site Drive WB LEFT 'WB RIGHT INB THRU NB RIGHT SB LEFT SB THRU Brickell Avenue & Site Drive EB RIGHT LSB THRU 42 76 214 27 104 428 28 20 905 136 104 149 26 22 111 172 0 0 54 0 0 255 0 1446 0 1 2 0 1 5 0 0 10 2 1 2 0 0 1 0 0 0 0 0 3 0 16 42 77 216 27 105 433 28 20 915 140 105 151 26 22 112 174 0 0 0 0 0 258 0 2 3 9 1 4 18 1 37 6 4 6 1 1 5 7 0 0 0 0 0 10 0 4 22 39 102 397 34 9 119 15 28 183 10 O 4 O 22 10 49 19 121 0 397 0 34 5 14 2 121 7 22 ti 28 3 186 0 10 0 23 O 0 O 77 O 2 0 2 0 1 0 160 128 1189 O 4 0 21 147 1589 156 215 7 30 O 0 0 77 O 2 0 2 O 1 0 160 0 1189 0 4 0 21 O 1589 19 234 47 91 207 287 375 500 211 239 280 389 173 624 12 41 4 25 131 1083 44 190 4 113 94 251 4 31 48 71 120 237 268 447 0 0 378 0 0 682 0 0 378 0 0 950 0 91 21 308 7 607 O 239 18 407 0 624 0 41 O 25 1 1084 0 190 O 113 O 251 O 31 1 72 1 236 5 452 7 15 0 21 32 0 0 0 9 7 15 378 21 32 950 9 1462 59 147 1668 0 1668 Arterial Summary ICoral Way !East- and Westbound Two-way Site Volume Summary = 25 Bricketi Avenue North. and Southbound Two -Way Site Volume Summary = 35 1 A seasona[ factor of 8.7% is used to increase existing volume to peak season conditions 2 A growth factor of4.06.0% is used to increase traffic to year 2009 conditions. 1080 Brickell TAP -IN 5786 • 77117411k TRANSPORT ANALYSIS PROFESSIONALS PM Peak Hour Site Only Traffic 9 PM Peak Hour In = 53 Out = 31 Total = 84 TAZ 572 ova 1080 Brickell Figure 5 Nrs //0�y 1! J SW/SE 11th St SW 12th Street SE 10th Street (4)4-J i (22) 22-14, , (39) 49--a " a �• / yc cs 1- 190 (190) -4--1084 (1083) 25 (25) SE 13th Street c:3-e (1Q2) (Q) 9 Year 2009 With & (Without) Site Traffic IMEIP PA' TRANSPORT ANALYS[5 PROPES5tONAL5 .4117 CS3 rah' Y \ Figure 6 10 • TABLE 3 LEVEL OF SERVICE AT STUDY LOCATIONS YEAR YEAR 2005 2009 2009 PEAK WITHOUT WITH SEASONAL SITE SITE INTERSECTION AND APPROACH LOS LOS LOS SE 1st Avenue & SE 10th Street ES LEFT, THRU & RIGHT A B B/A' WB LEFT, THRU & RIGHT B E F1A' NB LEFT, THRU & RIGHT A B B/D1 [SB LEFT, THRU & RIGHT B B B/E' Brickell Avenue & SE 10th Street EB LEFT, THRU & RIGHT F F IWB LEFT, THRU & RIGHT F F NB LEFT C E SB LEFT 8 B__ SE 1st Avenue & llth Street !NB LEFT & THRU A B South Miami Avenue & Coral Way EB LEFT, THRU & RIGHT A F F WB LEFT, THRU & RIGHT B B B NB LEFT, THRU & RIGHT B C C SB LEFT, THRU & RIGHT B F F SE lst Avenue & Site Drive iWB LEFT & RIGHT NIA N/A B SB LEFT & THRU N/A NIA A Brickell Avenue & Site Drive EB RIGHT N/A NIA B 1 Intersection LOS improved by changing stop controls from an ail -way stop condition to a two-way stop condition 2 A traffic signal warrant study was performed at this intersection and presented to FDOT for review and approavai. Also, FDOT is currently performing a PD&E study in the area which includes the subject intersection. 1080 Brickeil TAP JN 5786 11 • FUTURE BACKGROUND TRAFFIC The site development is estimated to be completed and the project capable of being fully occupied in 2009. FDOT count stations near to the site, were researched to obtain a growth factor. A three-year average annualized growth at the stations indicate a slight increase in growth (less than 1%), however to remain conservative, a one (1%) growth will be used. COMMITTED DEVELOPMENT The following committed developments, which have traffic studies, are included in the analysis: 1— The Pointe a Brickell Village 2 --1060 Brickell/The Avenue 3 — Brickell City Centre 4 — Villa Magna 5 — Club at Brickell Bay/Brickell Bay Plaza 6—Axis 7 — Mary Brickell Village 8 — South Miami Avenue Condo 9 — One Brickell Plaza 10 — Brickell on the River 11 — Infinity 12 - Latitude 13 — NEC} Vertika 14 — Beacon 15 — Premiere Towers 16 — Brickell Flat Iron Committed develop was obtained from the City of Miami's Planning Department October 2005 Large Scale Development Report. A committed development worksheet can be found in the appendix. TRANSPORTATION CORRIDOR ANALYSIS Traffic volume counts were take in August 2005 along Coral Way and in May 2004 along Brickell Avenue to determine daily and peak period volumes on these arterials. As previously shown in Table 2, the existing 2004/2005 peak season volume is shown in Table 4. Table 5 depicts fixture year 2009 conditions at full build -out and occupancy. Table 5 shows that in year 2009 with project traffic included, the combined person - trip capacity for automobiles is above the trip demand during the PM peak hour on the arterials studied. 12 • • • TABLE 4 Arterial 1 Corridor Na Coral Way TWO-WAY VOLUME BricksII Avenue TWO-WAY, VQLUM„ M Notes ...Adopted Ailawwable .._E+20 _. _(3,749 Akowaple EF2D..... (3,740) YEAR 2005 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS ROADWAY MODE ROADWAY ROADWAY PER. TRIP ._..�. PER. TRIP ROADWAY 2003 , ROADWAY CAPACITY ROADWAY VOLUMEPER. TRIP ROADWAY CORR VEHICULAR QPPV= VEHICULAR OPPV= _._EXCESS PERSON E CAPACITY` 1.6 VOLUME" 1.4 PER. TRIP TRIP ....... _ 2_.------- 4 (51 (_. .,.. 3,740 5,984 1,515 ELIOT LOS Table Volumes B nla _... C. 2,430 3540 -3 740m TOTAL TRANSIT TRANSIT PERSON PERSON PERSON TRIP TRIP EXCESS VOLUME CAPACITY 12 13 PAX CAPACITY PERCENT RtttERS1:IP PERCEN RVERSH CORRIDOR TOTAIS GORWDLI0R AUTO PERSON TRIPS = THANS1T PER9(xt 'MPS OTAL PERSON TRIPS = 3 2 00.0% LOS MASS TRANSIT LOCAL BUS EXPRESS RAIL TOTAL RIP .__. PER. TRIP PER. TRIP PER TRIP '---TRANSIT CAPACEiY CAPACITY CAPACITY ,LOAD - LOAD =LOAD = DESIGN DESIGN DESIGN 10 HEADWAY BOTH DIRECTION HEADWAY BOTH DIRECTION CAPACITY LOAD = DESIGN 11 WT AVG AVG SEATS RIDERSHIP DESIGN ....PER PAX i.OAt7 VEH PER HOUR FACTOR WT AVG AVG SEATS RIDERSHIP DESIGN PER PM LOAD 1 PER HOUR FACTOR ' Volume is from the Year 2002 FOOT LOS tables "" Existing volume adjusted to peak season TABLE 5 FUTURE YEAR (2009) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arterial / Co or Nmc Coral Way TWO-WAY VOLUME ROADWAY MODE ROADWAY ROADWAY PER. TRIP LR. TRIP 2009 ROADWAY CAPACITY ROADWAY VOLUME CORR VEHICULAR 10PPV-- VEHICULAR PPI.1--. TYPE CAPACITY' 1.6 VOLUME"' (Notes( (1) (2) Adopted LS 3,740 5,984 3,359 Allowable E+20 (3,740) 4,703 ROADWAY PER. TRIP„ ROADWAY—. EXCESS PERSON 6) PER. TRIP TRIP (7) LOS 1,265 0.79 Brick°11 Avenue TWOJINAY VOLUME Adopted LS 3,740 Allowable 4-- E+20 (3740) 5,984 3,266 4,572 1,412 0.76 MASS TRANSIT MODE LOCAL BUS EXPRESS RAIL TRAN TOTAL TOTAL TRANSIT PER. TRIP PER TRIP PER 2P0P TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP @ LOAD = LOAD = e LOAD 1L0AD = TRIP EXCESS DESIGN DESIGN DESIGN DESIGN VOLUME CAPACITY, 8 9 0 11 (12) 0 0 0 0 0 Wi AVG AVG -1--- HEADWAY SEATS RIDERSHIP DESIGN BOH PER PAX LOAD PAX , PERCENT DIRECTION VEH PER HOUFt FACTOR GAPAcrir iRIDERSHiP CORRIDOR TOTALS __.1....c0:1,D05 I ..._ CORRIDOR I. uc...alviDMl t-c.RuN L.oRRIDOR1 PERSON PERSON r 1111P PERSOF! T — .1. TRIP TINP EXCESS CAPACITY VOLUME .--T—CAiTY 7, VIC - [ „.„ r 04) Clq_ .,..„_....,16ia , 5,9d4 4303 AUTO PERSON TRIPS = 4,733 1D1).{31k. TRANISff PEFMON MPS 0 i'rOTAL PERSON TRIPS 4, /03 Coral Way 000 9, 0,65 _ C 0.65 - C 0.65 C 0.65 C 0,65 0 .66 095 D 0,96 E 1.00 E a Coral Way 390 2.430 3,540 3,740 0 HEADWAY BOTH DIRECTION WT AVG AVG SEATS RIOERSHIPj DESIGN PER OAD VEH PER HOUR FACTOR 0 PAX PERCENT CAPACITY RIDERSKP 5,9E4 4,572 1,412 1 0 76 --. , 0 . AUTO PERSON TRIPS --,I_,_ 4,572 , , 06 . THANSiT PER.S.ON TAPS =, 0 0.0% TOTAL PERSON TRIPS = 4,572 i loam ii. .................... FACTORS: 2005-2009 Ana, Gr (9114,/,&(porpp)-.=— 1,0406_ I T.. PROJECT VOLUME ASSIGNED Tratiart Corli.t.Directordj,,,P - Gotal Way ! Inbound (NB) 891 Outbound (80) _ 691 Avenue Lnbound () 431 Outbound (Wil) Voltam is from the year 2002 FOOT LOS tables LOS A & not possible ander assumptions - (Aber vic cutoffs use EDOT LOS lade raeas Existing volume adjusted to peak season Proford Auto Trips lociwe C,ornmitled Develoomera 1080 BricireN TAP JN 5786 • • 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. 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. Provide bicycle parking and locker areas CONCLUSION SE ls` Avenue and SE 10th Street will perfoiiii better as a two-way stop conditon rather than an all -way stop condition. The developer should contact Miami -Dade County Public Works Department (305 375-2078) after build -out and occupancy and request that the intersection be studied again to determine the best traffic control measures. Brickell Avenue and SE 10th Street will perform poorly in year 2009 without site traffic. However, a traffic signal warrant study was performed for existing conditions and warrants were met and sent to FDOT for review. FDOT is currently performing a comprehensive study of the Brickell Avenue area, which includes the subject intersection. Signalization of the intersection should improve east- and westbound delay, Miami Avenue and Coral Way will perform poorly in year 2009 without site traffic, There is no available right of way to add travel lanes to the intersection. The proposed site will add about 12 seconds of delay to the intersection. Modified signal timing may further improve conditions and the developer should contact the Miami -Dade County Signals and Signs Division at build -out and occupancy and request that staff review the intersection to optimize timing at the intersection. Based on the Transportation Corridor Analysis, both Coral Way and Brickell Avenue will operate within acceptable level of service conditions after build -out and occupancy of the proposed site. The developer should post transit schedules for building residents in a conspicuous area, such as the building lobby near elevators, etc. Also, to promote bicycle use, the developer should provide lockers and bicycle racks in a protected area of the garage. 15 • APPF,NDICE5 • • • • • APPENDIX A TRAFFIC STUDY METHODOLOGY 1080 Brickell The following is an update to our original traffic methodology for this development The location is north of SE 10`h Street on the west side of Brickell Avenue The developer is proposing the following land uses: • Condominium — 300 plus — units (exact number to be determined) The intersections we are proposing to study during the PM peak are as follows: • SE 10`h Street & Brickell Avenue (unsignalized) • SE 1st Avenue & SE 10th Street (unsignalized) • SE 15` Avenue & SE 11 t Street (unsignalized) • Miami Avenue & SE 13th Street (signalized) • All site drives at public roadways The two arterials are as follows: • SE/SW 13th Street (Coral Way) • Brickell Avenue Study Area: • North: Miami River • South: SE 13th Street • East: The Bay • West:I-95 Other Considerations: • We plan to use the 7th edition of ITE's Trip Generation to estimate site traffic. • We plan to use the MUATS model for site traffic distribution. • We will use FDOT's seasonal data to factor existing volumes. • We will use historical growth for the two study arterials. If growth is negative, we will use a 1% growth factor through the development's programmed build -out year. • We will research & use all bus route schedules for both arterials. • We will research committed development in the area that may have an influence on the project and submit a list to you and the city for review and acceptance. • We will research the TIP and LRTP for future roadway improvements. • We will provide TCM recommendations. • We will perform a queuing analysis, if the development is planning a gated entry. • • APP H;NDIX B TRAFFIC VOLUME DATA • • SE 1st Avenue Sc uthbound Star Tim Peak Flour Fro Intersectio 17:00 Volume 0 214 27 Percent 0.0 88.8 11.2 Volume 0 214 27 Volume 0 56 4 Peak Factor High Int. 17:15 Volume 0 57 Peak Factor • 4S - Paak TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Poe.(305)385-0777 Fax:(305)385-9997 0 241 0.0 0 241 0 60 8 0 65 0.927 SE 11th Street Westbound 0 GOO 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 :45:00 PM 0 0 0 0 0 E 9st Avenue Northbound App. Tata! File Name : 5764se1 u 1 ipm Site Code : 57643077 Start Date ; 08/23/2005 Page No : 2 SE 1lth Stree Eastbound App- tat. Iatat Total 42 76 0 0 118 35.6 64.4 0.0 0.0 42 76 0 0 118 20 20 0 0 40 17:00 20 20 0 0 40 0.738 SE 1st Avenue Out In Total �8) 317] Ri t Thru Pads North 123/2005 5:00:00 PM /2312005 5:46:00 PM All Vehicles Left Thru Pads 42 76 1 2141 Out In Total SE 1st Avenue 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 3:45:00 PM 359 359 100 0.898 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 3701 SW I37th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-999 7 File Name : 5764se1C t ipnt Site Cade : 57643077 Start Date : 08/23/2005 Page No : 3 • • Counter. 3 077 Counted By: PCC Weather: Clear r: TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 16:00 0 30 7 0 37 16:15 0 30 4 0 34 16:30 0 36 9 0 45 16:45 0 35 4 0 39 Total 0 131 24 17:00 0 56 4 0 60 17:15 0 57 8 0 65 17:30 0 53 6 0 59 17:45 0 48 9 0 57 Total 0 214 27 0 241 Grand Total Apprch % 0.0 87.1 12.9 0.0 Total % 0.0 60.7 • • 9.0 0.0 0 345 51 0 396 69.7 File Name : 6764selia 11 pro Site Code : 57643077 Start Date : 08r23/2005 Page No : 1 Groups Printed At Vehicles SE llth Street SE 1st Avenue SE llth Street Westbound Northbound I Eastbound 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0,0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 5 10 0 0 15 2 10 0 0 12 4 8 0 0 12 2 13 0 0 15 13 41 0 0 54 20 20 0 0 40 7 18 0 0 25 6 19 0 0 25 9 19 0 0 28 42 76 0 0 118 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 55 117 0 0 172 0 0 0 0 0 32.0 68.0 0,0 0.0 0.0 0.0 0.0 0.0 9.7 20.6 0.0 0.0 30.3 0.0 0.0 0.0 0.0 0.0 SE 1 at Ave Out En Total 1 1171 [ 3901 1 5131 511 3451 0] Right Thru Pads North /23/20054:00:00 PM /23/2005 5:45:00 PM All Vehicles Left Thru Pad 1 3451 [ 517j Out to Total SE lst Avenue 52 46 57 54 209 100 90 84 85 359 568 Souih S Start Time i I.mfl Thru Feak Haar Prom i Ei. to 17.45 - P Intersectia 17:00 Volume 22 111 78 94 Percent 7.2 36.4 25.6 30.8 Volume 22 111 78 94 Volume 10 40 23 32 Peak Factor High Int. 17:00 Volume 10 40 23 32 105 Peak Factor • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8 701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 ml Avenue hbound RTb Right i klof1 305 305 105 0.726 SW 13th street / Coral Way Westbound Thru Right Right olel 20 905 11 127 1063 1.9 85.1 I.0 11.9 20 905 11 127 1063 5 241 2 22 270 17:15 4 239 5 44 292 0.910 104 149 12 14 37.3 53.4 4.3 5.0 104 149 12 14 20 39 4 1 File Name :5747smiaav@i3pm Site Code : 57643077 Start Date : 08/2212005 Page No : 2 SW 1 Street t Coral Way Eastbound App. Lett i f: Thru ? R [light APP. rumt Total litti 1 Total 279 279 64 17.30 31 44 1 4 80 0.872 104 428 4 24 5601 2207 18.6 76.4 0.7 4.3 104 428 4 24 560 2207 26 93 2 7 128I 567 0.973 17:15 26 114 1 8 149 0.940 LJ South Miami Avenue Out In Total 1 3913 1 3051 f 6961 I 1721 1111 221 Right Thru Lett 1'f 1 4 North /22/2005 6:00:00 M /22/2005 5.45:00 PM At Vehicles I T r' Left Thru Right 104T 1491 261 1 1 1 1 2791 Out In Total South Miami Avenue 1 1591 4351 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax (305)385-9997 File Name : 5747smiaav@ I3prn Site Code 57643077 Start Date 08122/2005 Page No : 3 • Counter: 3077 ) 3076 Counted By: PCC DAB Weather: Clear Stan Tars i Leh Faetar 1.0 16:00 16:15 16:30 16:45 Total 17:00 17:15 17:30 17:45 Total Grand Total Apprch % Total % • • uth Miami Avenu Southbound -r 2 23 11 2 24 9 5 10 15 5 16 11 14 73 46 10 3 5 4 22 40 15 23 33 111 23 18 19 18 78 Right t0 10 8 5 25 32 ?0 26 16 94 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: {305)385-0777 Fax: (305)385-9997 App. Tata1 3 45 38 37 158 105 56 73 71 305 36 184 124 119 463 7.8 39.7 26.8 25.7 0.9 4.8 3.3 3.1 12.1 Grou.s Printed- All Vehicles SW i 3tti Street I Coral Way Westbound 3 4 4 18 160 4 134 1 164 3 138 2 596 10 5 241 4 239 8 205 3 220 20 905 2 5 2 2 11 South Miami Avenue Northbound 1.0 1.0 " A 1 1.0 _ 1.0 75 27 31 20 103 22 44 40 21 127 9 165 202 164 727 270 292 255 246 1063 15 12 20 55 ?0 32 31 21 104 29 40 43 34 146 39 26 44 40 149 2 1 1 1 5 2 11 7 4 1 5 2 1 4 2 7 12 14 43 58 57 61 219 64 65 80 70 279 38 150 21 230 1790 159 295 23 2€ 498 2.1 83.9 1,2 12.8 31.9 59.2 4.6 4.2 1.0 39.4 0.6 6.0 47.0 4.2 7,7 0.6 0.6 13.1 File Name : 5747srriaav@l3pm Site Code : 57643077 Start Date : 08/22/2005 Page No 1 f t Street i Coral Vtfay Eastbound_ Thru RTC1 € F:i ht A,p- tnt. - R Tata1 Total 1.0 1.0 1 1.0 20 22 33 95 86 76 103 369 0 0 0 12 10 3 10 35 36 1 116 1 102 146 500 1 413 384 399 408 1604 26 93 2 7 1281 567 26 114 1 8 149 I 562 22 112 1 3 138 i 546 30 109 0 6 145 532 104 428 4 24 5601 2207 199 797 5 59 1060 18.8 75.2 0.5 5.6 5.2 20.9 0.1 1.5 27.8 to L a a w South Miami Avenue Out In Total 4631 ( 1206] 1 2431 1B4l 36] Right Thru Left 4-= 7451 a. North 22f2005 4:00:00 PM 122/2005 5:45:00 PM { At Vehicles 4-1 T r Left Thru Right [ 1591 2951 441 l � ( 256j 4981 Gut in Total South Miami Avenue 7541 3811 Couoter: 3077 Counted By: PCC Weather: Clear Other: • SE 1 st Avenue $uthbound Stan Time I Left I Thry Right Peak HMO From 14.00 to 17;45 - Peak or 1 Intersection 17:00 Volume 27 147 Percent 14.7 79.9 Volume 27 147 Volume 6 42 Peak Factor High Int. 17:45 Volume 6 41 Peak Factor • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name 5764SE1@10PM Site Code 57643077 Start Date : 08/02/2005 Page No :2 E 101h StreetStret SElet Avenue SE Oth Street estbound Northbound Eastbound 10 0 184 92 247 20 0 359 9 31 14 0 54 2 21 16 0 5,4 0.0 25.6 68.8 5.6 0.0 16.7 57.4 25.9 0.0 5.1 53.8 41.0 0.0 10 0 184 92 247 20 0 359 9 31 14 0 54 2 21 16 0 1 0 49 30 67 11 0 108 0 7 5 0 12 0 3 2 0 App. i,11 imr0 TQ0ii • • 39 636 39 636 5 174 0.914 17:15 17:45 17:00 0 50 30 67 11 0 108 5 9 3 0 17 1 5 6 0 12 0.920 0.831 0,794 0.813 0. SE -1st Avenue Out in Total [ 531 184 2371 10 147' 271 0; Right hru Left Pads North 13/2/2005 5:00:00 PM 1312/2005 5:45:00 PM ;Air Vehicles 3091 Out In Total SE 1st Avenue E -a Counter: 3377 Counted By: PCC Weather: Clear Other: • • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 1376 Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5754SF I CD I OPM Site Code ; 57643077 Start Date : 08102r2005 Page No 3 16:00 16:15 16:30 16:45 Total Counter: 3077 Counted By: PCC Weather: Clear Other: SE 1st Avenue Southbound ri Time Left Thru R4310 Pcds Factor j 1.0 I 1.0 1 25 3 14 7 28 6 25 17 92 75 cl 9 3 Qi TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Tt[ai 0 35 0 20 0 40 8 0 39 0 134 17:00 4 40 3 0 17:15 6 42 1 0 49 17:30 11 24 3 0 38 17:45 6 41 3 0 50 Total 27 147 10 0 184 Grand Total 44 239 35 0 318 Apprch % 13.8 75.2 11.0 0.0 Total % 4.1 22.4 3.3 0.0 29.8 • • Groups Printed- All Vehicles SE 10th Street I SE 1st Avenue Westbound Northbound Left Thru 1.0 10 is 10 44 8 5 27 5 6 37 4 10 39 2 31 147 19 47 ! 29 App. Total ru Right Peds 1.0 ! 1.0 1 i 0 1 1.0 App. Totai 0 62 3 11 4 0 18 0 37 4 7 1 0 12 0 47 0 5 7 0 12 0 51 4 6 4 0 14 0 197! 11 29 16 0 56 67 3 0 99i 3 7 3 0 13 30 67 11 0 108 0 7 5 8 12 22 66 3 0 91 1 8 3 0 12 11 47 3 0 61, 5 9 3 0 17 92 247 20 0 359 9 31 14 0 54 123 394 39 0 556 22.1 70.9 7.0 0.0 11.5 36.9 3.7 0.0 52.1 20 60 30 0 110 18.2 54.5 27.3 0.0 1.9 5.6 2.8 0.0 10.3 1,0 Filc Nome : 5764SE 1 w 100PM Site Code : 57643077 Start Dote : 08/0212005 Page No : 1 SE 10th Street Eastbound 1.0 1.0 Pp Total 1 6 1 0 8 0 11 5 0 16 0 2 6 0 8 0 5 7 0 12 1 24 19 0 44 tot Tocz1 123 85 107 116 431 1 5 6 0 12 1 171 0 3 2 0 5 174 1 8 3 0 12 153 0 5 5 0 10 I 138 2 21 16 0 39 ! 636 3 45 35 0 83 3.6 54.2 42.2 0.0 0,3 4.2 3.3 0.0 7.8 SE i st Avenue Out In Total 102J r 318] 42 35[ 239! 441 1 0l Right Thru Left Pads 4--I 4 I North 8/2/2005 4:00:00 PM 81212005 5:45:00 PM Al! Vehicles 4-1 Left Thru Right Pads f 20i 601 301 0 1 1 ! [ 1101 Out In Total SE 1st Avenue I 3971 1 5071 1067 Counter3076r3071 Counted By: DA13/AB T Weather:CLEAR Other:EB IS STOP CONTROLLED Sian Time I./turn Brickleil Avon Southbound Thtr: ; night i Peale Hour From I6:W to 0;45 -Pea 1 of 1 Intersection 17:00 Volume 12 8 13 56 Percent 0.8 0.6 94.7 3.9 Volume 12 8 13 56 1447 Volume 3 387 18 411 Peak Factor High 1nt, 17:15 Volume 3 3 387 18 411 Peak Factor 0.880 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 21 0 Miami, Florida 33183 Phone: (305)385-0777 Fax (305)385-9997 • • 1447 I Private D Westboi 0 2 2 1 5 0.0 40.0 40.0 20.0 0 2 2 1 5 0 1 1 0 2 17:15 0 1 0 2 0.625 Brlcklell Avenue Northbound Left Tnru r Right 22 130 100 9 1.9 11.2 86.6 22 130 100 9 3 38 276 App. rmai 4 1165 0.3 4 1165 0 317 17:15 3 38 276 0 317 0.919 File Narne : brickellig5pvl0$t2 Site Code : 57433076 Start Date : 07/06(2005 Page No 2 SE 10th Street Eastbound vturn La 0 22 0.0 23.2 0.0 76.8 0 22 0 73 95 0 3 0 19 22 7:00 0 9 0 30 39 0.609 c 0 F10321 Sticklell Avenue Out In Total 14471 1 24791 I 55! 1371i 201 Ri?M Thru Left North 7/6/2005 5.00:04 PM 716/2005 5:45:00 PM All Vehicles 1446i I Out In Total newel] Avenue 0 • Ul 0 Ap1t } nt TctuI p Tatul I 0 73 95' 2712 2712 752 0.902 Counter:3076/3071 Counted By:DAB!AST Weather:CT EAR Other:EB IS STOP CONTROLLED • • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : br{ci:elkicswl `sty Site Cade : 57433076 Start pate : 07/06/2OO5 Page No 3 Counter:307613071 Counted By:DABJAt T Weather:CLEAR Other:EB 1S STOP CONTROLLED tart Time. 1 Uturn i Left Thru I Ri& hs " ' t?furn !Aft Thru R hR Ap 1 .. € To 1 Factor ; 1.3 : €.9 1.0 l.v 1.® TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax; (305)385-9997 Groups Printed- Ail Vehicles Bricklell Avenue Southbound 16:00 2 1 272 15 29 16:15 2 0 250 14 266 16:30 3 1 284 9 297 16:45 4 1 279 11 295 Total 11 3 108 49 1148 17:00 2 2 304 16 324 17:15 3 3 387 18 411 17.30 2 0 368 10 380 17;45 5 3 312 12 332 Total 12 8 131 56 1447 Grand Total 23 11 245 105 2595 Apprch % 0.9 0.4 94.6 4.0 Total % 0.5 0.2 50.2 2.1 53.0 • • Private Drive Westbound 0.0 50,0 33.3 16.7 App, Total 0 0 0 0 01 0 0 0 0 0] 3 0 1 0 0 0 0 0 0 0] 4 0 1 0 0 1 16 2 Bricklell Avenue Northbound Lcft 1 Thru 1S Sfl' 25 136 15 250 1 19 207 0 21 229 0 File Name . brickellr swlOst3 Site Code : 57433076 Start Date : 07/06/2005 Page No : 1 5E tSith Street Eastbound App. T�tai 219 0 5 0 1. 18 527 269 0 0 0 14 14 549 228 0 4 1 7 12 538 254 0 5 0 14 19 568 80 872 2 970 0 14 1 48 63i 2182 0 0 0 0 0 4 32 234 0 1 1 0 2 3 38 276 0 1 0 0 1 5 37 256 0 0 1 1 2 10 23 243 0 2 2 1 5 22 130 100 9 1 271 0 9 0 30 39 634 0 317 0 3 0 19 22 752 3 301 0 5 0 5 10 692 0 276 0 5 0 19 24. 634 4 1165 0 22 0 73 95 2712 0 3 2 1 6 38 210 188 6 2135 0 36 1 121 158 4894 1.8 9.8 88.1 0.3 0.0 22.8 0.6 76.6 0.0 0.1 0.0 0.0 0.1 0.8 4.3 38.4 0.1 43.6 0.0 0.7 0.0 2.5 3,2 Bricklell Avenue Out In Total 19151 25951 4513E F � 1051 24561 341 Right Thru Left 41 Mirth 7/6/2005 4:00:00 PM 7/612005 5:45:00 PM Alt Vehicles Left Thru Right 24BI 18811 6j [ 213J Out In Total 9ricklel1Avenue F 2580J [ 4715j v 08/04/05 11:15:47 fll************ TRANSPORT ANALYSIS PROFESSIONALS, Inc, 6701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Final Report (page 2 of 2) Site ID : 5764 EE&WE Info 1 : Coral Way/SW 13th St Info 2 : W/0 South Miami Ave Page: 4 ************** Start Date : Aug 2, 2005 Tue End. Date : Aug 3, 2005 Wed Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-ES Hour 2-WE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 16 15 15 13 58 32 25 24 16 96 154 1 13 5 9 6 32 10 7 7 7 30 62 2 7 3 3 5 18 7 2 2 5 15 33 3 5 4 2 2 12 3 3 4 6 15 27 4 4 2 7 8 20 3 4 3 5 13 33 5 8 8 14 19 48 3 3 6 9 20 68 6 26 24 45 70 164 14 17 21 24 75 239 7 89 108 134 165 495 46 46 50 58 199 694 8 201 251 289 324 1065 82 88 96 96 361 1426 9 331 269 208 178 985 95 108 88 96 386 1371 10 146 149 121 148 563 97 97 97 102 393 956 11 122 115 124 143 503 109 94 115 135 452 955 OM2 138 144 153 178 612 158 170 167 172 666 1278 1 163 163 159 173 658 155 189 158 135 636 1294 2 163 157 144 134 598 139 141 139 120 538 1136 3 130 119 136 122 505 141 153 158 148 599 xy.l. 1104 4 121 119 118 123 480 151 167 177 206 701 c„. n7181 5 109 129 140 145 522 249 309 290 237 1065 ?,)-/7-7- --1 1607 6 134 131 144 141 550 242 263 202 188 894 1444 7 127 117 96 106 446 157 147 145 134 582 1028 8 88 110 93 92 382 113 104 100 91 407 789 9 87 81 82 85 334 103 92 80 83 357 691 10 73 76 69 62 280 75 70 67 43 254 534 11 55 42 42 32 170 58 58 45 36 196 366 TOTALS 51% 9495 49% 8964 18459 AVERAGE 49.5 period 197.8 46.7 period 186.8 384.6 Peak AM Hour is *** 8:30am to 9:30am *** Volume Lane 1 : 1213 Lane 2 : 395 Combined: 1607 Directional Split : 75% 25% Peak Hour Factor 0.916 0.914 0.943 Peak / Day Total 0.128 0.044 0.087 Peak PM Hour is *** 5:15pm to 6:15pm *** Volume Lane 1 : 548 Lane 2 : 1078 Combined: 1626 Directional Split : 34% 66% 411Peak Hour Factor 0.945 0.872 0,928 Peak / Day Total 0.058 0.120 0.088 08/04/05 11:15:47 TRANSPO 870 ANALYSIS PROFESSIONALS, Inc. SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5764 EB&WB Info 1 : Coral Way/SW 13th St Info 2 . W/O South Miami Ave Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Page: 2 Date : Aug 3, 2005 Wed Factor . 1.00 Hour 1- Starts 0 15 30 Hour 45 Total 2-WB Hour Combined 0 15 30 45 Total Total AM 12 1 2 3 4 5 6 7 8 9 10 11 "VIM 2 1 2 3 4 5 7 8 9 10 11 19 13 16 11 59 35 28 21 21 105 15 6 9 1 31 6 8 5 5 24 10 3 4 6 23 9 1 1 3 14 3 6 4 3 16 3 5 6 5 19 4 2 9 6 21 2 4 1 4 11 7 8 11 21 47 3 3 4 10 20 24 26 45 68 163 12 16 17 23 68 91 113 138 165 507 43 42 46 50 181 177 255 268 318 1018 76 83 96 94 349 341 266 191 170 968 89 95 89 99 372 147 155 120 155 577 96 104 96 103 399 110 115 134 144 503 114 93 120 140 467 120 133 151 187 591 160 170 171 195 696 176 181 147 177 681 148 200 153 130 631 145 140 144 133 562 133 152 127 127 539 140 128 136 101 505 157 146 140 149 592 127 120 113 124 484 150 171 197 195 713 111 118 152 145 526 247 312 298 228 1085 126 116 145 143 530 243 277 192 187 899 102 106 106 116 430 146 151 147 145 589 89 110 97 93 389 128 108 104 92 432 88 76 84 82 330 109 99 79 84 371 74 80 68 67 289 80 75 54 40 249 50 41 57 32 180 66 84 50 51 251 164 55 37 35 32 67 231 688 1367 1340 976 970 1287 1312 1101 1097 1197 1611 1429 1019 821 701 538 431 TOTALS 51% 9430 49% 9076 18506 AVERAGE 98.2 period 392.9 94.5 period 378.2 771.1 Peak AM Hour is *** 8:30am to 9:30am *** Volume Lane 1 : 1193 Lane 2 : 374 Combined: 1567 Directional Split : 76% 24% Peak Hour Factor 0.875 0.974 0.911 Peak / Day Total 0.127 0.041 0,085 Peak PM Hour is *** 5:15pm to 6:15pm *** Volume Lane 1 : 541 Lane 2 : 1081 Combined: 1622 Directional Split : 33% 67% Peak Hour Factor : 0,890 0.866 0.901 Peak / Day Total 0.057 0.119 0.088 08/04/05 11!15:47 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 1111************ Dual Channel Minute Final Report (page 1 of 2) Site ID : 5764 EB&WB Info 1 ; Coral Way/SW 13th St Info 2 : W/O South Miarni Ave Page: ************** Start Date : Aug 2, 2005 Tue End Date : Aug 3, 2005 Wed Adj. Factor: 1.00 ALL DAYS COMBINED Starts 0 15 30 45 Total 0 15 30 45 Hour 1-EB Hour 2-WB Hour Total AM 12 32 29 30 25 116 1 25 10 18 11 64 2 14 5 6 10 35 3 9 7 4 4 24 4 8 3 13 16 40 5 15 15 28 38 96 6 51 48 90 139 328 7 177 215 268 329 989 8 402 502 578 648 2130 9 662 537 415 355 1969 10 291 298 241 295. 1125 11 243 229 247 286 1005 fir2 276 287 305 355 1223 316 339 333 343 1331 2554 1 326 325 318 346 1315 310 377 315 269 1271 2586 2 326 314 288 267 1195 278 281 277 239 1075 2270 3 259 237 271 243 1010 281 305 316 296 1198 2208 4 242 238 235 245 960 302 334 353 412 1401 2361 5 217 257 280 290 1044 498 618 579 474 2169 3213 6 268 262 288 282 1100 483 525 403 376 1787 2887 7 253 234 192 212 891 313 293 290 268 1164 2055 8 175 220 186 183 764 226 208 199 181 814 1578 9 174 161 164 169 668 205 183 160 166 714 1382 10 146 152 138 124 560 149 139 133 86 507 1067 11 110 83 34 63 340 116 116 89 71 392 732 Combined Total 64 49 47 32 192 19 14 13 13 59 14 4 3 9 30 5 6 8 11 30 5 7 5 9 26 6 5 11 17 39 28 34 41 47 150 92 92 99 115 398 164 175 191 192 722 190 215 175 191 771 194 194 193 204 785 217 187 229 270 903 308 123 65 54 66 135 478 1387 2852 2740 1910 1908 TOTALS 51% 18991 49% 17928 36919 AVERAGE 197.8 period 791.3 186.8 period 747.0 1538.3 Peak AM Hour is *** 8:30am to 9:30am *** Volume Lane 1 : 2425 Lane 2 : 788 Directional Split : 75% 25% Peak Hour Factor , 0.916 0.916 Peak / Day Total . 0.128 0.044 Combined: 3213 0.943 0.087 Peak PM Hour is *** 5:15pm to 6:15pm *** Volume Lane 1 : 1095 Lane 2 : 2154 Combined: 3249 Directional Split : 34% 66% Steak Hour Factor 0.944 0.871 0.928 eak / Day Total : 0.058 0.120 0.088 County: 87 Station: 0550 Desciption: SR 5/US-1, 20104 S MIANI RIVER BR Start Date: 05/11/2004 Start Time: 0000 Direction: N Direction: S Time 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th TotalTotal Combined 0000 54 33 42 34 163 0100 19 12 11 13 55 0200 16 14 14 14 58 0300 5 9 9 6 29 0400 10 11 7 7 35 0500 1", 27 30 33 107 0600 60 79 99 142 380 0700 144 182 222 234 782 0800 236 282 268 255 1041 0900 241 187 344 243 1015 1000 215 209 233 235 892 1100 249 270 228 330 1077 1200 321 322 320 316 1279 1300 277 287 300 270 1134 1400 310 285 284 269 1148 1500 268 263 199 348 1078 1600 289 251 261 245 1046 1700 339 306 294 303 1242 1800 270 339 238 220 1067 1900 228 202 206 185 821 2000 165 173 136 153 627 2100 160 132 117 134 543 2200 134 95 92 95 416 2300 96 85 95 80 356 55 42 43 40 1601 343 30 20 18 12 80' 135 11 9 9 7 36 94 13 6 11 9 39 68 9 9 3 14 35 70 13 27 26 44 110 217 91 90 138 159 478 858 152 187 199 226 764 1546 262 303 337 356 1258 2299 166 241 317 233 957 1972 231 231 236 241 939 1831 190 238 196 266 890 1967 284 260 297 220 1061 2340 244 276 237 234 991 2125 259 200 271 250 980 t 2 21 8 223 235 173 270 901 c\,`i1979 208 195 280 286 969 2015 315 324 331 310 1280 2522 310 277 287 226 1100 4' 2167 221 204 205 170 800 1621 131 129 146 107 513 1140 132 98 116 130 476 1019 116 102 85 90 393 809 90 64 74 41 269E 625 24-Hour Totals: 16391 15499 31890 Peak Volume Information Direction: N Direction: S Combined Directions Hour Volume Hour Volume Hour Volume A.M. 1145 1293 0800 1258 1145 2400 P.I. 1200 1279 1700 1280 1700 2522 Daily 1145 1293 1700 1280 1700 2522 4,0 • • • • County: Station: Desciption: Start Date; Start Time: 0550 SR 5,/US-1, 200' S MIANI RI'SR BRIDG 05/12/2004 0000 Time 1st Direction: ti 2nd 3rd 4th Total Direction: S 1st 2nd 3rd 4th Combined Total Total 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 56 25 11 12 7 12 58 156 206 296 261 263 325 354 342 233 266 360 301 319 216 146 147 160 44 14 10 4 6 18 89 165 308 267 244 288 358 307 273 294 313 193 311 380 206 111 109 131 43 17 6 10 26 115 235 279 224 288 302 176 290 301 285 289 196 402 325 166 113 117 112 30 12 11 5 12 46 136 230 222 266 288 301 391 300 283 301 283 288 316 210 134 142 112 108 173 68 39 27 35 102 398 786 1015 1053 1081 1154 1250 1251 1199 1133 1151 1037 1330 1234 722 512 485 511 1 46 31 41 35 26 18 16 11 12 7 10 14 5 9 12 5 12 17 11 13 12 23 27 70 63 106 119 145 153 190 224 240 181 362 308 190 330 273 263 229 205 209 286 252 252 270 249 313 263 262 201 291 234 154 179 194 305 243 276 246 209 235 261 253 245 248 292 284 246 298 245 425 357 320 254 230 245 239 188 166 155 156 145 125 132 127 111 106 124 137 123 291 307 316 126 95 1531 326 711 139 431 82 311 58 531 88 1321 234 4331 831 8071 1593 10411 2056 1095! 2148 9521 2033 10841 2238 10171 2267 76111 2012 , 10701 2269I 9581 \ 12091 10691"J 2220 12141,,L 2251 1161I 2491 8381k° 2072 581( 1303 4761 988 6751 1160 8441 1355 24-Hour Totals: 17746 16559 34305 A.M. P.M. Daily Direction: N Hour Volume 1130 1286 1830 1417 1830 1417 Peak Volume Information Direction: S Hour Volume 0815 1190 1745 1356 1745 1356 Combined Directions Hour Volume 1130 2373 1745 2658 1745 2658 • • • County: 87 Station: 0550 Desc1pticn; SR 5/US-1 , 200' S M1 At'1I RIVER BRIDG Start Date: 05/13/2004 Start Time: 0000 Direction: N Direction; S Combined Time 1st 2nd 3rd 4th Tote. 1st 2nd 3rd 4th Total Total 0000 68 60 55 45 228 0100 28 50 21 24 123 0200 10 13 12 16 51 0300 6 8 8 10 32 0400 10 6 14 11 41 0500 16 23 32 48 119 0600 47 77 88 134 346 0700 154 170 209 213 746 0800 245 256 263 315 1079 0900 240 221 228 269 958 1000 222 258 305 266 1051 1100 320 272 272 299 1163 1200 347 351 278 325 1301 1300 286 302 281 204 1073 1400 370 299 276 245 1190 1500 277 297 223 356 1153 1600 280 263 301 282 1126 1700 317 333 327 331 1308 1800 322 309 315 296 1242 1900 259 250 257 206 972 2000 194 169 159 180 702 2100 172 137 159 139 607 2200 155 144 124 137 560 2300 124 134 114 85 457 56 57 54 30 1971 425 30 28 24 22 1041 227 18 10 14 13 551 106 12 10 10 13 451 77 8 12 13 15 48! 89 12 20 36 58 126? 245 52 85 126 151 414 760 164 172 163 186 685 1431 260 321 282 338 1201 2280 282 249 232 179 942 1900 256 210 254 204 924 1975 222 215 241 301 979 2142 279 316 279 243 1117 2418 287 258 201 239 985 2058 302 232 266 235 1035 -, }2-2251 245 208 201 257 911 ,2064 j 274 226 320 288 1108 2234 325 338 316 300 1279 �•. 2587 298 224 329 251 1102 ▪ 2344 249 224 220 168 861 • 1833 153 180 142 206 681 1383 141 164 163 140 608 1215 147 139 106 147 539 1099 100 82 80 75 337 794 24-Hour Totals: 17628 16283 33911 A.M. P.M. Daily Peak Volume Information Direction: N Direction: S Combined Directions Hour Volume Hour Volume Hour Volume 1145 1275 0815 1223 1145 2450 1715 1313 1700 1279 1700 2587 1715 1313 1700 1279 1700 2587 • • • 87-0086 SR 972 / SE lath Street / Coral Way West of SR 5 / US-1 AADT Yearly Growth 2004 19700 29,61% 2003 15200 -5.59% 2002 16100 -8.52% 2001 17600 -12.87% 2000 20200 4 Year Average Annual Growth 0,66% 4 Year Growth -2.48% 87-1035 SR 972 / SW 3rd Avenue / Coral Way Northeast of SW l 8th Road AADT 2004 20000 2003 17700 2002 19000 2001 19500 2000 19500 Yearly Growth 12.99% -6,84% -2.56% 0.00% 4 Year Average Annual Growth 0.90% 4 Year Growth 2,56% 87-0550 SR5 U Brickell Avenue South of Miami River Bridge AADT 2004 34000 2003 31000 2002 35000 2001 36000 2000 39000 Yearly Growth 9.68% -11.43% -2.78% - 7.69% 4 Year Average Annual Growth - 3.06% Note: Somewhere in these 5 years the SW 2nd Ave Bridge re -opened. 4 Year Growth -12.82% • • • • APPENDIX C CAPACITY ANALYSES TRAFFIC SIGNAL TIMING DATA ALL -WAY STOP CONTROL ANALYSIS Genera 0 0 e n orma ton • • Analyst PPE/TAP Intersection SE 1st Avenue& SE Nth Street �. Agency/Go Junsd�ction Bate Performed -11728/2005 Analysis Year ,2009 Peak Season rAnalysis Time Period PM Peak Pro ect ID 1080 8rickell East/West Street: SE 10th Street Volume Adjustments and Site Characteristics forth/South Street: SE istAvenue Approach Eastbound Westbound Movement L T L T R Volume 2 21 16 93 250 20 %Thrus Left Lane 50 50 Aproach Movement L Northbound T L Southbound T R Volume 9 31 14 27 149 10 %Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 LI L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.81 0,83 0.79 0,92 Flow Rate 46 437 67 200 % Heavy Vehicles 1 1 1 No. Lanes 1 1 Geometry Group 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left -Turns 0.0 0.3 0.2 0.1 Prop. Right -Turns 0.4 0.1 0.3 0.1 Prop, Heavy Vehicle hLT-adj hRT-adj 0,2 -0.6 0.2 0.2 -0.6 -0.6 0.2 -0.6 0.2 -0.6 0.2 -0.6 0.2 -0.6 0.2 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 5.00 5.00 5.00 5.00 Departure Headway and Service Time hd, initial value 3,20 3.20 3.20 3.20 x, initial ,he, final value x, final value 0.04 5,00 0.06 0.39 5.00 0.58 0.06 5.00 0.10 0.18 5.00 0.29 Move -up time, m 2.0 2.0 2.0 2.0 Service Time 3.0 1 3.0 3.0 3.0 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity 296 687 317 450 Delay 8.35 13.95 8.93 10.38 LOS A A Approach: Delay 8 35 13.95 8.93 10.38 L0S A 8 A 8 Intersection Delay 12.21 Intersection LOS 8 0 Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 11129/2005 3:21 PM ALL - AY STOP CONTROL ANALYSIS General information Site Information Analyst RPE/TAP Agency/Co Date Performed 11128/2005 Analysis Time Period PM Peak intersection Jurisdiction SSE 1st Avenue & SE 1Pth Street analysis Year 2009 Without Site Project ID 1080 Bricks!! 1EastiWest Street: SE 10th Street Florth/South Street: SE 1st Avenue Volume Adjustments and Site Characteristics .Approach Eastbound Westbound Movement L T T R Volume 4 22 39 102 397 34 %Thrus Left Lane 50 50 Approach Movement Northbound T R Southbound L T R Volume 9 119 15 28 183 10 %Thrus Left Lane 50 50 AIM Eastbound Westbound Northbound Southbound Li L2 Li L2 Li L2 L1 L2 Configuration PHF Flow Rate LTR 0.81 79 LTR 0.83 640 LTR 0.79 179 LTR 0.92 238 % Heavy Vehicles 1 No. Lanes 1 Geometry Group 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left -Turns 0.1 0.2 0.1 0.1 Prop. Right -Turns Prop. Heavy Veh}cle 0.6 0.1 0.1 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 6.18 6.18 6.18 6.18 Departure Headway and Service Time t,d, initial value x, initial 3.20 0.07 3.20 0.57 3.20 0.16 3.20 0.21 hd, final value 6.18 6.18 6.18 6.18 x, final value 0.14 0.97 0.33 0.43 Move -up time, m 2.0 2.0 2.0 2.0 Service Time 4.2 4.2 4.2 4.2 Capacity and Level of Service Eastbound Westbound Northbound Southbound Li L2 LI L2 L1 L2 L1 L2 Capacity Delay LOS 329 658 429 488 10.15 51.02 12.67 14.14 8 8 .Approach: Delay LOS 10.15 51.02 12.67 14.14 8 Intersection Delay Intersection LOS 34.41 0 Copyright 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 12/1/2005 3:58 PM ALL -WAY STOP CONTROL ANALYSIS General information Analyst c-RPE/TAP Agency/Co. Date Performed 11/29.2005 Ana#ysis Time Period -M Peak Site Information intersection ,}unsdlctson Analysis Year SE 1st Avenue & SE 1Oth Street 2009 With Site Project ID 1080 Stickel, East/West 0th Street Volume Adjustments and Site Characteristics NorthISouth Street. SE 1st Avenue Approach Movement Eastbound T R L Westbound T ft Volume 4 22 49 121 397 34 %Thrus Left Lane 50 50 Approach Movement L Northbound T R Southbound R Volume 14 121 22 28 186 10 %Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound 41 L2 41 42 L1 L2 41 L2 Configuration LTR LTR LTR LTR PHF 0.81 0.83 0.79 0.92 Flow Rate 91 663 197 242 /% Heavy Vehicles 1 1 1 1 No. Lanes 1 1 1 1 Geometry Group 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop, Left -Turns Prop. Right -Turns 0.0 0.2 0.1 0.1 0.7 a 0.1 0.0 :Prop. Heavy Vehicle hLT-adj hRT-adj 0.2 -0.6 0.2 -0.6 0.2 -0.6 0.2 -0.6 0.2 -0.6 0.2 0.2 -0.6 -0.6 0.2 -0.6 hHV-adj hadj, computed 1.7 6.33 1.7 1.7 6.33 1.7 1.7 6.33 1.7 1,7 6.33 1.7 Departure Headway and Service Time hd, initial value 3.20 3.20 3.20 3.20 x, Initial 0.08 0.59 0.18 0.22 hd, final value 6.33 6.33 6.33 6.33 x, final value 0.16 1.03 0.36 0.44 Move -up time, m 2.0 2.0 2.0 2.0 Service Time 4.3 1 4.3 4.3 4.3 Capacity and Level of Service Eastbound Westbound Northbound Southbound 41 L2 L1 42 LI L2 L1 L2 Capacity 341 663 447 492 Delay 10.53 67.14 13.44 14.79 LOS Approach: Delay 10.53 67.14 13.44 14.79 LOS 8 8 Intersection Delay 43.34 Intersection LOS 0 Copyright 0 2005 university of Florida, All Rights Reserved E HCS+TM Version 5.1 Generated: 12/1/2005 4:00 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information • Analyst RPEITAP Agency/Co. Date Performed 1112912005 Analysis Time Period PM Peak Intersection SE 1st Avenue & SE 1 0th Street Jurisdiction Analysis Year 2009 With Site Project Description 1080 Brickell EastANest Street: SE 10th Street North/South Street: SE 1st Avenue Intersection Orientation: East-West ehicle Volumes and Adjustments Major Street Movement Eastbound 2 Study Period (hrs): 0.25 3 4 Westbound 5 6 olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 4 0.81 4 0 0 LTR 7 VW 22 0.81 27 1 0 Northbound 8 49 0.81 60 0 0 9 Undivided 121 0.83 145 0 LTR 10 T 397 0.83 478 0 Southbound 11 34 0.83 40 0 0 12 T L T R olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 14 0.79 17 0 0 121 o. 79 153 0 0 0 1 LTR 22 0.79 27 0 0 0 28 0.92 30 0 0 186 0.92 202 0 0 0 LTR 10 0.92 10 0 0 0 Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement Lane Configuration (vph) C (m) (vph) vfc 1 4 7 8 9 10 11 12 LTR 4 1058 0.00 LTR 145 1522 0.10 LTR 197 351 0.56 LTR 242 327 0.74 95% queue length Control Delay LOS pproach Delay pproach LOS 0,01 8.4 A 0.32 7,6 A 3.28 27.6 5,59 41.7 27.6 41.7 D E 0 Copyright 0 2005 University of Florida, AM Rights Reserved HCSeTM Version 5.1 Generated: 12/1/2005 4:01 PM 0-SAY STOP CONTROL SUMMARY General Information Site Information Analyst 'RPEITAP Agency/Co. Date Performed 11/29/2005 , Analysis Time Period PM Peak • Pr ct Description 1080 8 kell intersection Brickell Ave & SE 10th Street Jurisdiction Analysis Year 2005 Peak Season .astlest Street: SE 10th Scree ntersection Orientation; North -South ehicte Volumes and Adjustmen ajor Scree Movement North/South Streelckell Avenu Study Period (hrs): 0.2 Northbound 2 Southbound T fume 154 Peak -Hour Factor, PHF 0.92 Hourly Flow Rate, HFR 167 020 0.92 4 0.92 20 0.88 1386 0.8 57 0.8 1108 4 22 75 64 Percent Heavy Vehicles 0 Median Type RT Channelized 0 Undivided 0 • anes Configuration 0 TR 0 TR Upstream Signa Minor Street Movement 7 Eastbound 8 9 10 Westbound 11 12 L L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes onfiguration 22 0.61 36 0 0 0 0.61 0 0 0 0 LTR 74 0.61 121 0 0 0 2 0.63 3 0 2 0.63 3 0 0 0 1 LTR 1 0.63 1 0 0 0 Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L , LTR LTR v (vph) 167 22 7 ,. 157 C (m) (vph) 401 635 8 25 v/c 0.42 0.03 0.88 6.28 95% queue length 2.00 0.11 _ 1.56 19.52 Control Delay 20.2 10.9 848.8 2685 LOS C 8 F F Approach Delay -- -- _ 848.8 2685 Approach LOS -- _ — F F Copyrights 2005 University of Florida, AH Rights Reserved t,ICS+TM Version 5.1 Generated: 11/28/2005 3:38 PM TWO-WAY STOP CONTROL SUMMARY Gene Information Site Information Analyst RPETTAP Intersection Brick&t Ave & SE 10th Street Agency/Co. Jurisdiction Date Performed 11/29/2005 Analysis Year 2009 Without Site Analysis Time Period PM Peak Project Description 1080 Brickell East/West Street: SE 10th Street North/South Street: Brickell Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 160 1189 4 21 _ 1589 215 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.88 0,88 0.88 Hourly Flow Rate, HFR 173 1292 4 23 1805 244 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L — T TR Upstream Signal 0 _ 0 Minor Street Eastbound Westbound _ Movement 7 8 9 10 11 12 L T R L T R olume 23 0 77 2 2 1 Peak -Hour Factor, PHF 0.61 0.61 0.61 0.63 0.63 0.63 Hourly Flow Rate, HFR 37 0 126 3 3 1 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N �.. ' N - _ Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration _ LTR LTR Delay, Queue Length, and Level of Service • pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 1 8 9 10 11 12 Lane Configuration L _ L LTR LTR v (vph) 173 23 7 163 C (m) (vph) 278 541 2 0 , lc 0.62 0.04 3.50 95% queue length 3.83 0.13 1.96 Control Delay 37.1 11.9 4143 LOS E B F _ F A pproach Delay -- -- 4143 i pproach LOS -- -- 1= Copyright 0 2005 University of Florida, All Rights Reserved • HCS+T M Version 5.1 Generated: 1211/2005 4:04 PM TWO.WAY STOP CONTROL SUMMARY General Information 'Site information Analyst RPEJTAP Intersection Brick°II Ave & SE 10th Street Agency/Co, Jurisdiction Date Performed 11/29/2005 Analysis Year 2009 With Site Analysis Time Period PM Peak Project Description 1080 Brickell EastNVest Street: SE 10th Street North/South Street: Brickell Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 ehicie Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 160 1189 4 21 1589 234 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.88 0.88 0.88 Hourly Flow Rate, HFR 173 1292 4 23 1805 265 Percent Heavy Vehicles 0 -- , -- 0 _ „ Median Type Undivided RT Channelized 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal _ 0 0 Minor Street Eastbound Westbound Movement 7 _ 8 9 10 11 12 L T R L T R olume 30 0 77 2 2 1 Peak -Hour Factor, PHF 0.61 0.61 0.61 0.63 0.63 0.63 Hourly Flow Rate, HFR 49 0 126 3 Percent Heavy Vehicles 0 _ 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 _ 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service "pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LTR LTR (vph) 173 23 7 175 C (m) (vph) _ 273 541 2 0 vie 0.63 0.04 3.50 95% queue length 3.94 0.13 1.96 Control Delay 38.5 1/.9 4143 LOS E 8 F F 'pproach Delay -- -- 4143 ' pproach LOS -- -- F Copyright 0 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 12/1/2005 4:06 PM TWO-WAY STOP CONTROL SUMMARY General Information Analyst REP/TAP Agency/Co, Date Perfored 11/28/2005 Analysis Time Period PM Peak Project Description 1080 Brickell East/West Street: SE llth Street Intersection Orientation: North -South ehicle Volumes and Adjustments Major Street Northbound Movement 1 L olume 42 Peak -Hour Factor, PHF 0.74 Hourly Flow Rate, HFR 56 Percent Heavy Vehicles 0 Median Type RT Channelized Lanes 0 onfiguration w LT Upstream Signal Minor Street Movement plume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 7 1.00 0 0 0 Delay, Queue Length, and Level of Service pproach Movement 1 Lane Configuration (vph) C (m) (vph) .. c 95% queue length Control Delay LOS pproach Delay pproach LOS ._ •COPYriht© 2005 University of Florida, MI Rights Reserved LT 56 1315 0.04 7.9 A 2 T 77 0.74 104 0 Site information Intersection SE 1st Avenue & SE llth Street Jurisdiction Analysis Year 2005 Peak Season ,North/South Street: SE lst Avenue Study Period (hrs): 0.25 3 1.00 0 0 0 Undivided 4 1.00 0 0 0 Southbound 5 T 216 0.93 232 0 Eastbound Westbound 8 T 1.00 0 • 0 1.00 0 10 1.00 0 0 11 1.00 0 0 0 0 0 0 Northbound Southbound 4 7 0 0 0 Westbound 8 9 10 0 0 6 R 27 0.93 Eastbound 11 29 0 0 TR 12 1.00 0 0 0 0 12 HCS+TM Version 5.1 Generated: 11/29/2005 352 PM 0.13 TWO-WAY STOP CONTROL SUMMARY Site Information General information Analyst RPEJTAP Agency/Co. Date Performed 11/2812005 Analysis Time Period _PM Peak Intersection SE 1st Avenue & SE 11th Street Jurisdiction Analysis Year 2009 Without Site Project Description 1080 8rickeii Ave East/West Street: SE 11th Street Intersection Orientation: North -South North/South Street: SE 1st Avenue ehicte Volumes and Adjustments Major Street Movement 1 L Northbound r 2 Study Period (hrs): 0.25 4 Southbound 5 6 T T R • olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 91 0.74 122 0 0 LT 7 287 0.74 387 • 0 Eastbound 8 1.00 0 Undivided 0 0 1.00 0 0 0 9 10 600 0.93 645 1 0 Westbound 11 239 0.93 256 0 0 TR 12 L R L olume Peak -Hour Factor, PHF 1.00 Hourly Flow Rate, HFR 0 Percent Heavy Vehicles 0 Percent Grade (%) Flared Approach Storage RT Channelized Lanes 0 Configuration Delay, Queue Lencath, and Level of Service pproach Movement Lane Configuration v (vph) C (m) (vph) !c Northbound 1 1.00 0 0 1.00 1.00 0 0 0 0 1.00 0 0 0 0 0 0 Southbound 4 7 0 0 0 Westbound 8 9 0 10 0 Eastbound 11 1.00 0 0 0 0 12 LT 122 763 0.16 95% queue length Control Delay LOS • pproach Delay pproach LOS 0.57 10.6 Copyright © 2005 University of Florida, AU Rights Reserved HCS+TM Version 5.1 Generated: 12/1/2005 4:08 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information SE 1s#Avenue & SE 11 th nalyst RPEITAP Intersection Street ency/Co. Jurisdiction 11/29/2005 Date Performed Analysis Year 2009 With Site nalysis Time Period PM Peak Project Description 1080 Brickel/ EastlWest Street: SE 11 th Street North/South Street: SE 1st Avenue Intersection Orientation: North -South Study Period (hrs); 0.25 ehicte Volumes and Adjustments M Ma'or Street Northbound Southbound Movement 1 2 - 3 4 5 6 L T R L T R olume 91 - 308 607 239 Peak -Hour Factor, PHF 0.74 0,74 1.00 '_ 1.00 0.93 0,93 Hourly Flow Rate, HFR 122 416 0 0 652 256 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 v 0 Lanes 0 - 1 0 0 1 0 Configuration LT TR Upstream Signal _ 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R r L T R olume Peak -Hour Factor, PHF 1.00 1.00 1,00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (°/a) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length, and Level of Service • pproach Northbound Southbound Westbound _ Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (vph) 122 C (m) (vph) 758 - R Ic 0.16 _ 95% queue length 0.57 Control Delay 10.7 LOS B _ .. i pproach Delay -- -- • pproach LOS ---- 0 Copyright C 2005 University of Florida, Alf Rights Reserved HCS+TM Version 5.1 Generated: 12/1/2005 4:10 PM • Copyright , SHORT REPORT General Information Site information Analyst RPEITAP Agency or Co. ate Performed 11/28/2005 Time Period PM Peak IntersectS. Miami Avenue & Coral ion Way Area Type Al!Aother areas Analysis Year 2005 Peak Season -,-. , - 4, • Volume and Timing Input EB WB NB SB LT TH RT LTI TH , RT LT TH RT LT TH RT Num. of Lanes 0 2 0 0 2 0 2 0 0 1 Lane Group LTR LTR LTR LT Volume (vph) 105 433 28 20 9/5 140 105 151 26 22 112 174 % Heavy veh 0 2 0 0 2 0 0 2 0 0 2 0 PHF 0.94 0.94 0.94 0.91 0.91 0,91 0.87 0.87 0.87 0.73 0.73 0.73 Actuated (PA) P P P P _ A A A A A P Startup lost time 2.0 _ 2.0 2.0 2.0 2.0 Ext. eff. green 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 4 0 0 11 0 0 12 0 0 78 Lane Width 12.0 12.0 12.0 12.0 12.0 -Parking/Grade/Parking NONNONNONN,ON Parking/hr Bus stops/hr 0 0 0 0 ) 0 Unit Extension 3.0 , 3.0 3,0 3.0 3.0 Phasing EW Perm 02 03 1 04 NS Perm 06 07 08 G= 33.0 , G = G IG= G= 17.0 _G = G = G Timing IY = 5 Y = Y = = Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 599 1169 311 183 132 Lane group cap. 1189 1803 779 480 458 v/c ratio 0.50 0.65 0.40 0.38 0.29 Green ratio 0.55 0.55 0.28 0.28 0.28 Unif. delay d1 8.4 9.4 17.4 17.3 16.8 Delay factor k 0.50 0.50 0.11 0.11 0.50 lncrem. delay d2 1.5 _ 1.8 0.3 0.5 1.6 PF factor 1.000 /.000 1.000 1.000 1.000 Control delay 9.9 /1.3 17.7 17.8 18.4 Lane group LOS A B B B _ Apprch. delay 9.9 11.3 17.7 18.0 Approach LOS A B B 8 Intersec, delay 12.7 Intersection LOS B 2005 University of Florida, Ail Rights Reserved HCS+TM Version 5.1 Generated: 11/29/2005 4:03 PM SHORT REPORT General nformationInformation Site Information Analyst Agency or Co. Date Performed Time Period RPE/TAP 11/26/2005 PM Peak Volume and Tim NI Input Intersection Area Type Jurisdiction Analysis Year EB WB LT TH I RT LT TH RT S. Miami Avenue & Coral Way All other areas LT 2009 Without Site NB TH SB RT LT TH RT Num. of Lanes 0 2 0 0 2 0 0 2 0 1 Lane Group DefL TR LTR LTR LT R Volume (vph) 389 624 41 25 1083 190 113 251 31 71 237 447 % Heavy veh 0 2 0 0 2 0 0 2 0 0 2 0 PHF 0.94 0,94 0.94 0.91 0.91 0.91 0.87 0.87 0.87 0.73 0.73 0.73 Actuated (PIA) P A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2,0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/BikeIRTOR Volume 0 0 4 0 0 11 0 0 12 0 0 78 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking Parkinglhr N 0 N N 0 0 NNON ''Bus stopslhr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Timing EW Perm G -4, 33.0 Y = 5 G = Y = 02 Duration of Analysis (hrs) = 0.25 G= Y = 03 G Y = 04 NS Perm G= 17.0 Y = Lane Group Capacity, Control Delay, and LOS Determination EB WB 06 G= G Y = 07 = Cycle Length C = 60.0 NB G= SB 08 Adj. flow rate 414 703 1414 441 422 505 Lane group cap. 127 1017 1792 587 381 458 vlc ratio Green ratio Unif. delay di Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS 3.26 0.55 13.5 0.50 1037 1.000 1050 0.69 0,79 0.75 1.11 1.10 0.55 0.55 0,28 0.28 0.28 9.8 10,7 19.6 21.5 21.5 0.50 0.50 0.31 0.50 0.50 3.9 3.6 5.4 78,4 72.9 1.000 13.7 1.000 14,4 1.000 25.0 1.000 99.9 1.000 94.4 13 8 F Apprch. delay 397.9 Approach LOS Intersec. delay 145.1 Copyright © 2005 University of Florida, AU Rights Reserved 14.4 25.0 96.9 8 F Intersection LOS HCS+TM Version 5.1 Generated: 12J1/2005 4:12 PM SHORT REPORT Generai Information Site Information Analyst Agency or Co Date Performed Time Period RPUTAP 11/29/2005 PM Peak Volume and Timing Input Num. of Lanes EB Intersection Area Type Jurisdiction Analysis Year S. Miami Avenue & Coral Way All other areas 2009 With Site WB NB SB LT 0 TH 2 RT LT TH 2 RT 0 LT TH 0 2 RT LT 0 0 TH RT Lane Group DefL TR 1.71R LTR LT Volume (vph) _407 % Heavy veh PHF 0 624 2 4/ 0 25 0 1084 2 190 0 113 251 0 2 31 72 0 0 238 2 452 0 0.94 0.94 0.94 0.91 0.91 0.91 0.87 0.87 0,87 0.73 0.73 0.73 Actuated (P/A) A A A A A P Startup Iost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green Arrival type 2.0 2.0 2.0 2.0 2.0 2.0 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 4 0 0 11 0 0 12 0 0 78 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking Parking/hr 0 0 N N 0 Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Timing EW Perm G = 33.0 = 5 Y = 02 G = Y = 03 G = Y = 04 NS Perm G= 17.0 Y= 5 G = Y = Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Control Delay, and LOS Determination EB WB 06 G = Y = 07 Cycle Length C = 60.0 NB 08 G = Y = SB Adj. flow rate Lane group cap. 433 127 703 1017 1415 1792 441 585 MEW 425 380 512 458 v/c ratio 3.41 0.69 0.79 0.75 1.12 1.12 Green ratio 0.55 0.55 0.55 0.28 0.28 0.28 Unif. delay di 13.5 9.8 10.7 19.6 21.5 21.5 Delay factor k 0,50 0.50 0.50 0,31 0.50 0.50 Increm. delay d2 PF factor 1104 3.9 3,6 5.5 82.3 78.3 1,000 1.000 1.000 1.000 1.000 1.000 • Control delay 1117 13.7 14.4 25./ 103.8 99.8 Lane group LOS 8 B F Apprch. delay 434.4 14.4 25.1 101.6 Approach LOS Intersec. delay F F 157.8 Intersection LOS F Copyright 0 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 12/1/2005 4:13 PM SHORT REPORT General #nformation Site Information Analyst RPE/TAP Agency or Co, ate Performed 11/29/2005 e Period PM Peak Intersection S. T barn/ Avenue & Coral Way Area Type All other areas Jurisdiction Analysis Year 2009 With Site & New Timis Volume and Timinginput EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 2 0 0 2 0 0 2 0 0 _ 1 1 Lane Group Deft. TR LTR LTR LT R Volume (vph) 407 624 41 25 1084 190 113 251 , 31 72 238 452 % Heavy veh 0 2 0 0 2 0 0 2 0 0 2 PHF 0.94 0.94 0,94 0.91 0.91 0.91 0.87 0,87 0,87 0.73 0.73 0.73 Actuated (PA) P PPPP P A A A A A 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/BikelRTOR Volume 0 0 4 0 0 11 0 0 12 0 0 78 Lane Width 12,0 12.0 12,0 12.0 12.0 ^ 12.0 Parking/Grade/Parking N 0 N N ONIVONNON Parking/hr _ Bus stopslhr 0 0 0 0 0 0 't Extension OF 3.0 3.0 3.0 3.0 3.0 3.0 EW Perm 02 03 04 NS Perm , 06 07 08 .__. G= 29.0 G= G= .G= WY= �G= 21.0 'Y= .' G= G= G= Timing 'Y= 5 Y= Y= 5 Y Y= Y= Duration of Analysis (hrs = 0.25 Cycle Length C = 60.0 Group Capacity, Control Delay, and LOS Determination _Lane EB WS NB SB Adj. flow rate 433 703 1415 �772 441 425 512 Lane group cap, 127 894 1573 517 565 v!c ratio 3.41 0.79 0.90 0.57 0,82 0.91 Green ratio 0.48 0.48 0,48 - _15.8 0.35 0.35 0,35 Unit delay di 15.5 12.9 14.2 17.8 18.6 Delay factor k 0.50 0.50 0.50 0.17 0.36 0.50 Increm. delay d2 1104 6.9 8.6 1.0 10.3 20.7 PF factor 1,000 1.000 1.000 1.000 1.000 1.000 Control delay 1119 19.6 22.8 16,9 28,1 39.2 Lane group LOS F B C B -_. C a Apprch. delay 439.0 • 22.8 16.9 34.2 Otrseroach LOS F C 8 C c.delay 145.2 Intersection LOS F Copyright* 2005 University of Florida, All Fights Reserved HCS+TM Version 5,1 Generated: 1 /2/20D6 10:41 AM TWO-WAY STOP CONTROL SUMMARY eral Information ite information Analyst RPR/TAP Agency/Co. Date Performed /1/29/2005 Analysis Time Period Pm Peak Project Description 1080 Brickell East/West Street: Site Drive Intersection Orientation: North -South ehicle Volumes and Adjustments Major Street Movement Northbound 2 Intersection SE lsf Avenue & Site Drive Jurisdiction Analysis Year 2009 With Site North/South Street: SE 1 st Avenue Study Period (hrs): 0.25 3 4 Southbound 5 6 T T • olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 1.00 0 0 0 7 378 0,80 472 0 Eastbound 8 21 0.80 26 0 0 TR 9 Undivided 32 0.70 45 0 0 LT 10 950 0.95 1000 0 Westbound 11 1.00 0 0 0 12 L R L R olume Peak -Hour Factor, PHF 1.00 Hourly Flow Rate, HFR 0 Percent Heavy Vehicles 0 Percent Grade (%) Flared Approach Storage RT Channelized 1.00 0 0 0 0 1.00 0 0 0 7 0.50 14 0 1.00 0 0 0 0 15 0,50 30 0 0 Lanes 0 Configuration Delay, Queue Length, and Level of Service pproach Movement Lane Configuration (vph) (m) (vph) Northbound 1 0 Southbound 4 7 0 0 0 LR Westbound Eastbound 8 9 10 11 0 12 LT 45 1091 LR 44 440 \tic 95% queue length Control Delay LOS pproach Delay pproach LOS Copyright 0 2005 University of Florida, All Rights Reserved • 0.04 0.13 8.4 A 0.10 0.33 14.1 14.1 HCS+Tm Version 5.1 Generated: 12/1/2005 4:16 PM TWO-WAY STOP CONTROL SUMMARY "General Information Site Information Analyst RPE/TAP Agency/Co Date Performed 11/29/2005 Analysis Time Period PM Peak Project Description 1080 Brickell East/West Street: Site Drive Intersection Orientation: North -South • • ehicle Volumes and Adjustments Major Street Movement plume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement plume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 1.00 0 0 0 7 1.00 0 0 0 Northbound 2 1.00 0 0 0 8 1.00 0 0 0 0 Intersection Jurisdiction Brickell Ave & Site Drive Analysis Year 2009 With Site pNorthISouth Street: Brickell Avenue Study Period (hrs): 0.25 3 4 Southbound 5 1.00 0 Undivided 0 0 1.00 0 0 0 10 T 1668 0.90 1853 2 0 Westbound 11 1.00 0 0 0 12 9 0.60 14 0 0 1.00 0 0 0 1.00 0 0 0 0 0 1.00 0 0 0 0 �iriuGSy t1i{:Gur VrIE��EEj rr.. Approach r..r• r ww• Northbound ww Southbound Westbound, Eastbound Movement 1 4 7 8 9 _ 10 i 11 12 Lane Configuration R v (vph) _ -... 14 , C (m) (vph) 509 vlc 0.03 95% queue length 0.08 Control Delay 12.3 LOS B Approach Delay w -- -- 12.3 Approach LOS -- -- B Copyright @ 2005 University of Florida, All Rights Reserved HCS#TM Version 5.1 Generated: 12/1/2005 4:17 PM • APPENDIX D ITE TRIP GENERATION • 0 Summary of Trip Generation Caicu'atOn For 312 Dwelling Units of High -Rise Residential Condo nhcuse November 10, 2005 Average Standard Adjustment Driveway Factor Volume Rate Deviation Avg. Weekday 2-Way Volume 4 .1 8 2.08 7-9 AM Peak Hour Enter 0.06 0.00 7-9 AM Peak hour Exit 0.28 0.00 7-9 AM Peak Hour Total 0.34 0.59 4-6 PM Peak Hour Enter 0.24 0.00 4-6 PM Peak Hour Exit 0.14 0.00 4-6 PM Peak Hour Total 0.38 0.62 AM Pk Hr, Generator, Enter 0.06 0,00 AM Pk Hr, Generator, Exit 0.28 0.00 AM Pk Hr, Generator, Total 0.34 0.59 PM Pk Hr, Generator, Enter 0.26 0.00 PM Pk Er, Generator, Exit 0.12 0.00 PM Pk Fir, Generator, Total 0.38 0.62 Saturday 2-Way Volume 4.31 2.11 Saturday Peak Hour Enter 0.15 0,00 Saturday Peak Hour Exit 0.20 0.00 Saturday Peak Hour Total 0.35 0.59 Sunday 2-Way Volume 3.43 1.88 Sunday Peak Hour Enter 0.16 0.00 Sunday Peak Hour Exit 0.14 0.00 Sunday Peak Hour Total 0.30 0.55 1,00 1304 1.00 19 1.00 87 1.00 106 1.00 75 1.00 44 1.00 119 1.00 19 1.00 87 1.00 106 1.00 81 1.00 37 1.00 119 1.00 1345 1.00 47 1.00 62 1.00 109 1.00 1070 1.00 50 1.00 44 1.00 94 Note: A zero indicates no data available. 4110 Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • 7_ e -2001 OFFICE ATTRACTIONS - MOVIE THEATER ATTRACTIONS • BALLPARK (5] }NSTI T UTIONAL CONVENTION INDUSTRIAL RESIDENTIAL RETAIL HOTEL GROSS VEHICLE TRIPS TABLE 21,603 DOWNTOWN MIAMI DRI UPDATE - INCREMENT II PM PEAK HOUR TRIP GENERATION ANALYSIS BRICKE.LL AREA 525,000 SQ.FT. 5,000 SEATS 0 SEATS 0 SO FT. 0 SO.FT, 0 SQ.FT. 3,375 D.U. 375,000 SQ,FT. 600 ROOMS fTE .AND USE ODE 710 444 444 540 710 110 232 820 310 ITE 6TH EDITION TRW GENERATION TE OR FORMULA T c 1.121 (X) + 75.295 T=0.14(X) 7 = 0.02 (X) T = 1.66 (X) T = 1,121 (X)+ 19,295 T = 1.433 (X) - 163,421 T a 0.342 (X) + 15,466 Ln(T) = 0.660 Ln(X) + 3.403 Ln(T) = 1.212 Ln(X) • 1.763 VEHICLE OCCUPANCY ADJUSTMENT (2 18.01/e OF GROSS EXTERNAL TRIPS 2 TRANSIT TRIP REDUCTi0 14.1% OF GROSS EXTERNAL TRIPS 3 PEDESTRIAN/BICYCLE TRIP REDUCTION G 15.0% OF GROSS EXTERNAL TRIPS 14 NET EXTERNAL PERSON TRIPS IN VEHICLES NET EXTERNAL PERSON TRIPS USING TRANSIT r• NET EXTERNAL PERSON TRIPS VEHICLE$ AND TRANSIT MODES NET EXTERNAL PERSON TRIPS WALKING OR USING BICYCLES 1.40 PERSON$(VEHICLE 1,40 PERSONS / VEHICLE 1.40 PERSONS / VEHICLE 445 781 188 TOTAL TRIPS 1 M PEAK HOUR TRIPS TRIPS 114 371 17% 12% 48% 343 48% 48% f 321 83% 554 47% 329 15% 54% 63°/a 68% 35% 52% 47% 48% 420 48' 2 35a ti.QMS; [11 IN THE FORMULAS, (X) IS THE AREA PER 1,000 SQUARE FEET, SEATS, ROOMS OR UNITS. [21 A 16% REDUCTION TO ACCOUNT FOR SAME PERSON TRIPS AS ITE BUT HIGHER VEHICLE OCCUPANCY (MIAMI's 1.4 vs. ITE'S 1.2 PERSNEH) 131 TRANSIT TRIP REDUCTION BASED ON PROJECTED MODAL SPLITS USED IN THE ORIGINAL DOWNTOWN MIAMI DRI STUDY. [41 PEDESTRIAN AND BICYCLE TRIP REDUCTIONS ARE ESTIMATED BASED ON DOWNTOWN CHARACTERISTICS, [51 TRIP RATE FOR THE ATTRACTION (HALLPARK) I$ BASED ON 0.02 EMPLOYEES PER SEAT AND 1 AM & PM PEAK HOUR TRW PER EMPLOYEE. 668 700� 0 1! o\ 1,170 1,50211 399 710 62611 666' 2'} 876 21-74 SOURCE: KEITH AND SCHNARS, P.A. n:1tranplanlprojects12001116715ttabfeslGEN-PM1 • APPENDIX L FDOT SEASONAL FACTORS • 0 Print Date: May/17"2005 rion dal)epartrnent t transportation Transportation Statistics Office 2004 Peak Season Factor Category Report MIAMI-DADE SOUTH Category 8701 • • Wee Dates SF PSCF 1 01/01/2004 - 01/03/2004 0.92 2 01/04/2004 - 01/10/2004 1,01 3 01/11/2004 - 01/17/2004 1.11 4 01/18/2004 - 01/24/2004 1.10 5 01/25/2004 - 01/31/2004 1,09 6 02/01/2004 - 02/07/2004 1.08 7 02/08/2004 - 02/14/2004 1.08 8 02/ 15/2004 - 02/21 /2004 1.07 9 02/22/2004 - 02/28/2004 1.06 10 02/29/2004 - 03/06/2004 1,05 11 03/07/2004 - 03/13/2004 1.05 12 03/14/2004 - 03/20/2004 1,04 13 03/21/2004.03/27/2004 1.04 14 03/28/2004 - 04/03/2004 1.04 15 04/04/2004 - 04/10/2004 1.04 16 04/11/2004 - 04/17/2004 1.04 17 04/18/2004 - 04/24/2004 1.04 18 04/25/2004 - 05/01/2004 1.04 19 05/02/2004 - 05/08/2004 1.04 20 05/09/2004 - 05/15/2004 1,04 21 05/16/2004 - 05/22/2004 1,03 22 05/23/2004 - 05/29/2004 1.03 23 05/30/2004 - 06/05/2004 1.02 24 06/06/2004 - 06/12/2004 1.02 25 06/13/2004 - 06/19/2004 1.01 26 06/20/2004 - 06/26/2004 1.01 27 06/27/2004 - 07/03/2004 1.01 28 07/04/2004 - 07/10/2004 1.01 29 07/11/2004 - 07/17/2004 1,01 30 07/18/2004 - 07/24/2004 1.00 31 07/25/2004 - 07/31/2004 0.99 32 08/01/2004 - 08/07/2004 0.99 33 08/08/2004 - 08/14/2004 0,98 34 08/15/2004 - 08/21/2004 0.98 35 08/22/2004 - 08/28/2004 1.00 36 08/29/2004 - 09/04/2004 1.02 37 09/05/2004 - 09/11/2004 1.04 38 09/12/2004 - 09/18/2004 1.06 39 09/19/2004 - 09/25/2004 1,03 * 40 09/26/2004 - 10/02/2004 0.99 * 41 10/03/2004 - 10/09/2004 0.96 * 42 10/10/2004 - 10/16/2004 0.93 * 43 10/17/2004 - 10/23/2004 0.93 * 44 10/24/2004 -10/30/2004 0.93 * 45 10/31/2004 - 11/06/2004 0.93 * 46 11/07/2004 - 11/13/2004 0.93 * 47 11/14/2004 - 11/20/2004 0.93 * 48 11/21/2004 - 11/27/2004 0.93 * 49 11/28/2004 - 12/04/2004 0.92 * 50 12/05/2004 - 12/11/2004 0,92 * 51 12/12/2004 - 12/18/2004 0.92 * 52 12/19/2004 - 12/25/2004 1.01 53 12/26/2004 - 12/31/2004 1.11 0.98 1.07 1,18 1.17 1.16 1.15 1,15 1.14 1.13 1.12 1.12 1.11 1.1i 1,11 1.11 1.11 1.11 1.11 1,11 1.11 1.10 1.10 1.09 1.09 1.07 1.07 1.07 1,07 1.07 1.06 1.05 1.05 1.04 1.04 1.06 1.09 1.11 1.13 1.10 1.05 1.02 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0,98 0.98 098 1.07 1,18 Mt7CF 0.94 Note: ' " indicates peak season week Page 2 • • • APPENDIX F FDOT LOS TABLES MUATS INFORMATION • TABLE 4-4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided 2 Undivided 4 Divided 6 Divided Level of Service A 13 C D E 180 620 1,210 1,720 2,370 1,940 3,140 4,540 5,870 6,670 2,900 4,700 6,800 8,810 10,010 STATE TV Class I (>0.00 to 1.99 signal Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided -WAY ARTERIALS d intersections per mile) Level of Service A B C D 400 1,310 1,560 460 2,780 3,300 3,390 700 4,240 4,950 5,080 890 5,510 6,280 6,440 Class II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided B C D 2 Undivided 180 1,070 1,460 4 Divided 6 Divided 8 Divided A ** ** .* ** 390 620 800 2,470 3,110 3,830 4,680 5,060 6,060 E 1,610 *** *.* *.* 1,550 3,270 V 4,920 6,360 Class III (more than 4,5 signalized intersections per trite and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A ** ** ** ** ** ** ** Level of Service 8 C D 500 1,200 1,180 2,750 1,850 4,240 2,450 5,580 6,060 4,690 Class IV (mart than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided $ Divided A ** ** ** ** ** ** ** ** Level of Service B C ➢ E 490 1,310 1,420 1,170 2,880 3,010 1,810 4,350 4,520 2,460 5,690 5,910 Into€change spacing> 2 Lanes 4 6 8 10 12 A 2,310 3,580 4,840 6,110 7,360 FREEWAYS rt Level of Service E C 1) 3,840 5,350 6,510 5,930 8,270 10,050 8,020 11,180 13,600 10,110 14,110 17,160 12,200 17,020 20,710 Interchange spacing $ 2 rat apart Level of Service Lanes A B C D 4 2,050 3,350 4,840 6,250 6 3,240 5,250 7,600 9,840 8 4,420 7,160 10,360 13,420 10 5,600 9,070 13,130 16,980 12 6,780 10,980 15,890 20,560 E 7,240 11,180 15,130 19,050 23,000 E 7,110 11,180 15,240 19,310 23,360 Lanes Divided 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided NON -STATE ROADWAYS Ivlajor City/County Roadways Level of Service A ** ** ** B ** ** ** C ➢ E 870 1,390 1,480 2,030 2,950 3,120 3,170 4,450 4,690 Other Signalized Roadways (signalized intersection analysis) Level of Service A 8 C ➢ E ** 450 950 1,200 ** ** 1,050 2,070 2,400 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lazes to determine two-way maximum service volumes.) Paved Shoulder Bicycle Lane Coverage 0-49% 50-84% 85-100% A ** ** 300 Level of Service 8 C D 310 1,310 240 390 >390 680 >680 **" E >1,310 *** .*. PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Level of Service Sidewalk Coverage A B C D E 0-49% ** ** ** 600 1,480 50-84% ** ** ** 940 1,800 85-100% ** 210 1,080 >1,080 *** BUS MODE (Scheduled Fixed Route) (Buses per hour) (Na**: Sums per hour shown are only for the peak hour in the single direction of higher traffic claw.} Sidewalk Coverage 0-84"A 85-100a A .* >6 B >5 >4 Level of Service C l2 >4 ?3 >3 >2 02/22/02 ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volume by the indicated percent) Lanes Median Left Turns Lanes Adjustment Factors 2 Divided Yes +5a/a 2 Undivided No -20% Multi Undivided Yes •5ala Multi Undivided No -25% Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http://www l l ,myflorida,cam/planrdng/systems/sm/losldefault.htm "Tests table does not constitute a standard and should be used only for general planning applications. The computer models from which this table is derived should be used for more specific planning applications. The table and deriving computer models should not be used for corridor or intersection design, where morn refined techniques exist. Values shown an hourly two-way volumes for levels of sctvica and are for the autemabitdtruck modes unless specifically stated. Level of service letter grade thresholds are probably not compsrable across modes and, therefore, crass modal comparisons should be made with caution. Funhennore, combining levels of service of different modes into one overall rondway level of service is not rnammendnd, To convert to annual svcragc daily traffic volumes, these volumes must be divided by an appropriate K factor, The table's brat value defaults and level of service criteria appear on the following page. Calculations arc based on planning applications of the Highway Capacity Ma ivai, Bicycle LCS Model, Pcdestdan LOS Model and Transit Capacity and Quality of Semite Manual, respectively far tea ausomobileitrack, bicycle, pedestrian and bus modes. "'Cannot be achieved using table input value defaults, ....Not applicable far that level of service lener grade. Far euramobileltr:ck modes, volumes greater than level of service 0 becoate F beceuec intersection capacities have been seethed. For bicycle and pedestrian modes, the lava: of service letter grade (including F) is mt aehieveble, because theta is no maximum vehicle volume threshold using table input value defaults. 1 ONE-WAY FACILITIES Decrease corresponding two -directional volumes in this table by 40a to obtain the equivalent one directional volume for one-way facilities. • • • Free rays llilhsra91 ) _ -. .. State Two -Way Arterials L eri of Class HI Class We (V 1 Density Two-i.ane 74 FES hMubitane We 1lensuy Class t ATS Gass II ATS Class III ATS Paso IV ATS Service We <0.32 Density < I l <019 5 l i > 0.917 <0_29 5. 1I >42 mph > 33 mob > 30 mph > tpb A 0 <0.53 518 <0.47 <18 >0,833 <0.47 <l8 >34 molt >28 mph >24 mph > 19 moss C < 0.74 <26 <0.68 < 26 > 0.750 <0.68 <_ 26 > 21 mph > 22 mph > 18 ntph > 13 mph >9mob D c0.90 <35 <0.88 <35 >0_662 <0.118 <35 a21 mph >17 mob at4mp4s 7 E < 1 00 < 45 5 I.00 <45 > 0.583 <L.00 <41 > 16 mph > 13 mph > > 10 nosh > most, F , >1.00 >45 >I.00 >45 <0.583 >1.00 >41 cI6 mph z13 mph 510 mph < 7191111 vfc = Demand to Capacity Ratio % FFS Percent Free Flow Speed iivef age Have TABLE 4 - 4 ,continued) GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S Urbanized Areas INPUT VALUE ASSUMPTIONS 4ININTYRRUPTED FLOW FACILITIES ~ -1 Freeways Highways ROADWAY CIIARACATERISTIC.S _ Number rh0005h lanes 4 - 12 4 - 12 2 4 -6 of Pouted speed (mph) 65 55 50 50 Frey flow spend (mph) 70 60 55 55 ilasic scgtnoen kngtls (oti) 1.5 0 Minch= 'ia r mile 2.5 1 Mrd' utu (ny1 Y.. Left twa lanex(n.y) Y Y Ttxraia fry I 1 t 1 % PO zone 80 passing Passing lanes (qy) a TRAFFIC CHARAGT0RISTICS Planning analysis hour factor (K) 0.097 0.093 0.095 0.095 Directional distribution factor(,]) 0.55 0.55 0.55 0.55 Peak how factor(PHF) 0.95 0_95 0.925 0.925 Basccapacity (pcphpl) 1700 2100 Heavy 6.0 4.0 2.1) 2.0 vehicle percent Local adjustment factor 0.98 1.00 1.0 1.0 .�.�.. �_._ INTERRUPTED FLOW €AC11.iT10.S _._.... Non -State Roadways Bieyds Pedestrian Rios State Art esials _ Defter Signatired Class it Clots 11 ROADWAY CHARACTERISTICS Class 1 Class H Class 111 bass IV 8 Major Ci 2 y eornty 4.6 2-4 4 4 MurnMr of thnsufit lanes 2 4-6 8 2 4-6 8 2 4-6 8 _2 4..6 45 45 40 4tL Posred speed (mph) 45 50 50 45 45 45 33 35 35 30 35 30 35 30 35 50 50 45 45 Free: plow speed (ate) 50 55 55 50 50 50 40 40 40 n r r t Median o ryPe1 n r t e r s a r r n r r Y r y Y 5. ,nr.r1 Left turn tones 01,Y) Y Y Y Y Y Y Y f .Y y 2_ X. Y a,50w.yt Paved loco; (o,y) ^..^ shoulderibicyck Outside lane width (n,t,w) ...... t Pavertrcnt condition ftu,d) u,5O337,y o.Y Sukwuik (n.r) a Sidman/roadway scptrarim+ (a.1,9) a- Sidewalk/roadway proiemive barrier(.y) a Obstacle to bus st (o TRAFFIC CHARACTERISTICS 0.095 0.095 0.095 0.095 0095 0-095 Planning analysis hour factor (R) 0.095 0.095 0.095 15.095 0.095 0.095 0.095 0.7145 0.095 0.095 0095 0.55 0.55 0,55 0.55 0,55 0.55 Directionaldlstriburionfario<(0) 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0925 A925 0.925 0925 0.975 0.925 0.925 Peak hour facror(Ann 0.925 0925 0.925 0.925 0925 0,925 0.935 0.925 0.925 0.925 1900 1900 1900 1900 1900 1900 [age saturation flow 25re(pcpb41) j 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1.5 1900 1.5 1.5 1.3 1.5 L0 2.0 2.0 Hooey vrhiclester eel 2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 1.5 0.92 0.9D 6.98 0.98 0.95 0.98 0.98 Local adiusrn ant fader L0 1.0 0.95 0.98 0.98 0.95 0.95 0.95 0.92 0.92 72 12 14 F4 16 t2 12 15 _., lions turn lanes 12 12 12 12 12 12 12 12 t2 12 %turns eaclusivc [us sport of strike ..,....__...._..-..._, 30 ._.. CONTROL CHARACTERISTICS 40 ' 3.044 W.. 3.0 Signalized iatmoccuonsycr mile 1.5 I.0 10 3.0 3.0 3.0 5.0440 8.4 3 4 4 4 4 Arrival type 11-61 3 3 3 4 4s 4 40 s 5 s s _ a a a s 1 5 s s s s 120 12(1 120 120 0.41 120 0.31 120 j 044 120 Signal type (a,s.f) I20 120 120 170 120 120 120 120 120 120 I Q44 _. Cycle length (C) 0.44 0.44 0.44 0.44 0_44 - 0.41 0.44 0.44 0.44 0.44 0.44 0.44 0.41 Cffcciire green ratio (L-'7C) F SERVICE THRESHOLDS ryas -Slate Ra CifyfCWuty ATS >35 >28 mph >22 meth > 17 mph > 13 mph <13 mph our aye Other Signalized Cwurol fmlay < 1051c 20 sec <35 sac <55 sec < 80 sec >80 sec l3icye:e Pedestrian ! Res Scare Seen Lasea per <1.5 <1.5 >6 <2...5 >4 <3.5 <43 r5.5 > 5.5 < 3.5 c 4.5 0V 711:12 92 Miami -Dade Interim 2005 Cost Feasibie Plan • • • ORIGIN ZONE NNE ENE ESQ SSE SSW WSW wNW NN DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS 1 TOTAL I 571 TRIPS 3562 1080 60 321 627 5762 4461 6672 22745 PERCENT 15,66 4.75 0.26 1.41 3.64 25.33 19.61 29.33 ---=-2-572 TRIPS 1220 313 163 116 272 1647 1236 1737 6704 PERCENT 18.20 4.67 2.43 1,73 T4.06 24.57 18.44 25.91 573 TRIPS 402 151 118 22 83 466 322 443 2007 PERCENT 20.03 7.52 5.88 1.10 4.14 23.22 1,6,04 22.07 574 TRIPS 861 613 114 46 189 888 660 833 4204 PERCENT 20.48 14,58 2.71 1.09 4.50 21.12 15.70 19.81 575 TRIPS 578 487 145 43 186 577 552 674 3242 PERCENT 17.83 15.02 4,47 1.33 5,74 17.80 17.03 20.79 576 TRIPS 987 737 124 69 228 1166 766 905 4982 PERCENT 19.81 14.79 2.49 1.38 4.58 23.40 15.38 18.17 577 TRIPS 1644 659 84 32 347 1639 1059 1526 6990 PERCENT 23.52 9.43 1.20 0.46 4.96 23.45 15.15 21.83 578 TRIPS 552 184 27 44 61 527 362 447 2204 PERCENT 25.05 8.35 1.23 2,00 2.77 23.91 16.42 20.28 579 TRIPS 860 268 23 21 132 874 700 844 3722 PERCENT 23.11 7,20 0.62 0.56 3.55 23.48 18.81 22.68 580 TRIPS 1515 364 29 43 307 2603 2056 3152 10069 PERCENT 15.05 3.62 0.29 0.43 3.05 25.85 20.42 31,30 581 TRIPS 625 131 13 27 83 819 621 962 3281 PERCENT 19.05 3.99 0,40 0.82 2.53 24.96 18.93 29.32 582 TRIPS 143 20 1 3 6 150 90 146 559 PERCENT 25.58 3.58 0.18 0.54 1.07 26.83 16.10 26.12 583 TRIPS 420 54 4 8 33 327 257 351 1454 PERCENT 28,89 3.71 0.28 0.55 2.27 22.49 17.68 24.14 584 TRIPS 184 0 0 60 405 276 227 0 1152 PERCENT 15.97 0,00 0,00 5.21 35.16 23.96 19.70 0.00 585 TRIPS 84 11 0 41 157 114 161 30 598 PERCENT 14.05 1.84 0.00 6.86 26.25 19.06 26.92 5.02 _39_ 1/18/05 • • • APPENDIX G COMMITTED DEVELOPMENT WORKSHEETS & DATA • • • PM PEAK HOUR TRAFFIC VOLUME FROM COMMITTED DEVELOPMENT LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION LO(AT8 4 LOCATION TOTAL INTERSECTION ANOAPPROACH .,_......_ 1 ....Z 3 ............._.._. 4 ..._......,..____5 ._..... 6..,... 7 8 0 1a 11 ...... 1a 13 14 _..._ 15_..._ 16..,_ VOLUME SE 15. Avenue & SE 10th Street .._.. 1EBLEFT 2 0 0 = EDTHRU 0 0 0 EB RIGHT22 ._............�—.�__.....-----.. ..........._0 WS LEFT 5 0 WBPONT 0 0 0 iW8 RIGHT _ 0 kNB LEFT 0 NB THRU 0 1NB RIGHT rSB LEFT ... _ S8 THRU SB RIGHT Weisel Avenue & SE 10th Street 1EB LEFT ' EB THRU �ERRIGHT_ _.._ .. WB LEFT W8 THRU WB RIGHT N8 LEFT {N8 THRU 4NB RIGHT LEFT ---.. iSB $B THRU P3RIGHi venuN8e 8 SE11th Street SE ixt,A,,,...1LEFT 47 ;rNB THRU ;SD THRU 0 ;SB RIGHT -__27 South Miaar Avenue & Coral Way IEBLEFT EB THRU /EB RIGHT Will —err— WB THRU WB RIGHT ._......_. NB LEFT i NB THRU NB RIGHT !S8 LEFT_._...._ ISB THRU 0 0 O 0 O 0 O 0 O 0 O 10 0 0 0 0 20 0 0 0 0 19 0 2 10 a 0 0 0 4 0 4 ti 0 0 0 0 0 a 1 The Pointe at 8ricice+r Vltage 2 1060 Bridcelt f The Avenue 3 Nickell C81 Centre 4 V8la Magna 5 Ckrh al Hricke8 Bay/ Bridra8 Bay Plaza 0 0 0 0 0 a 0 0 0 a 0 0 0 0 0 0 0 0 0 ....,......_._ O a 0 0 0 0 O a a 0 0 0 0 0 O 0 137 0 0 0 0 0 0 13 0 0 0 ___.................._..........._©............ _..._ 0 O 0 O 0 0 0 0 0 0 0 0 O 0 0 _.,....___ 0 0 ._.0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 O 0 0 0--- - 4_............. Q...�__ n...._.._,_�—_0.__. 0—--._......_.— p...._.,__. 0 O 0 0 0 0 0 0 54 0 34 4 0 0 Oa 0 0 0 0 0 0 8 0 O 0 0 0 0 56 17 0 fl 0 O 0 6 Ards 7 Mary Widce8 Vilayc B grunt' Mani Avenue Condo 0 One Bricked Mara 10 Winkel! on The River O 0 O 0 0 0 a a O 0 0 a 0 150 78 6 0 0 0 11 0 3B 0 0 0 a 0 0 0 a a 8 O 0 0 0 O 0 0 0 0 0..........._.. _....? O 0 O a 0 0 0 0 0 a 02 44 0 0 36 27 0 28 20 0 0 0 0 0 8 0 11 Infinity 12 Latitude 13 Nei Vetbka 14 beacon 15 Premiere Towers O 0 0 0 10 Btikel3 Flat Iran 68 0 8 0 0 8 56 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 a 0 0 a a 71 a 0 0 a 87 147 154 O 0 0 47 q...................................20207 O 375 375 O 0 147211 0 0 0 8 0 a 0 0 O 09 O f7 O 0 O 18 ...0 ._... .._— 0 12 24 O 0 ___ O 64 12'0 2110 173 12 % 131 44 4 94 10600 Odder( TAP .AN 57B0 • APPENDIX H REDUCED SITE PLAN • •