Loading...
HomeMy WebLinkAboutTraffic Impact AnalysisMar 28 2006 8:23AM HP LASERJET FAX O3/g7/2O04 1J OC7 FAX ttR5 305 255 8863 WIC 02/ O2 MIS March 27, 2000 M. Lille I. Medina, A1CP Assistant Transportation Coordinator Oily of Miami, Office of the City Marragsraransportatlon 444 SW 2°` Avenue (1 Oa1 Floor) Miami, Florida 33130 R. The Brlckell Flatiron Suffitlency Latter -- W.O. # 138 Via Dear Ms. Medina: Subsequent to our. November 30Th, 2005 review comments for the subject project; wa have received a response setter on December 12th, 20Q5; prepared by Transport oleo ved a zoning data With PfoP{ade�velopment progamefrrom the larchitect on March 2fl, 24d6t wilt~ ttte proposed Photocopies oec-btcarha heoh9 Qhearou�l#}er from TAP artct the revised zoning data ahse from thA archl au this time, ater all the concl �c requirements and he study Is found tobethe e usnt t At su bm�el meats Should you have any questions please fell free to call Quail Mood or me at 984.730,1681. Since n Sou Raj Shanrnuge Se or Traffic Engineer Attooturtant Mr. i:eYit' wove, Manner:, Clty o l a JerniPlanning Nam( Cn! (Fax 6.4 5. 5 Mr. Manny A. Vega, ngireer r, Mr. FtlohonY P. Llchinger, TAP (Fax-9C•365.9997.1 Co: URs Corpar�tiGNr Lakeehore Complex 63.00 s,iw ard Av riu3 Own* xao Fart Leuuerlim, FL 3E1302 137e Tel: 1354,78>a, rose Vex; 4.738,i76a • • BRICKELL FLAT IRON MIXED -USE DEVELOPMENT SE 1ST AVENUE BETWEEN SE 10TH STREET & SE 12TH STREET MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS • • BRICKELL FLAT IRON MIXED -USE DEVELOPMENT SE 1ST AVENUE BETWEEN SE 10TH STREET & SE 12TH STREET MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS Prepared for Paradise International Development 2915 Biscayne Boulevard Suite 304 Miami, Florida 33137 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385-0777 March 2006 Update 5 764 Richard P. Eichinger Senior Traffic Engineering Manager 305-385-0777 BRICKELL FLAT IRON MIXED -USE DEVELOPMENT SE 1ST AVENUE BETWEEN SE 10Tu STREET & SE 12TH STREET MIAMI, FLORIDA MUSP TRAFFIC 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 1A — 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 Traffic at Study Locations 4 Figure 4 — Lane Use Geometry 5 Figure 5 — Site Only Traffic 9 Figure 6 — Year 2009 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 • BRICKELL FLAT IRON MIXED -USE DEVELOPMENT SE 1sT AVENUE BETWEEN SE 10TH STREET & SE 12TH STREET MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed multi -use development to be located along SE 1s1 Avenue between SE 10th Street and SE 12th Street in the City of Miami, Florida. Figure 1 depicts the site's general location. The following uses are being proposed: 544 condominiums 253,958 sf office 47,666 sf retail The methodology used for assessing traffic impacts of the development was discussed in advance with staff of the City of Miarni 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, and the study area is shown in Figure 2. Arterial Analysis - Coral Way - South Miami Avenue Intersection Analysis South Miami Avenue & 10th Street South Miami Avenue & 11th Street South Miami Avenue & 12th Street South Miami Avenue & Coral Way SE ist Avenue & 10th Street SE 1st Avenue & 11 th Street - SE 1st Avenue & Site Drive South Miami Avenue & Site Drive EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in. August 2005. Figure 3 depicts existing PM peak hour peak season volume at the study intersections and Figure 4 illustrates intersection lane geometry. DEL RFversipe Ps Data use subject to license, © 2005 DeLorme, Street Atlas USA® 2006. www.delorme,00rn �w ($.SW) 2 NE7Ti NE 57 S7 -„ E 4114 5 1 Street Atlas USAt 2006 Scale 1 : 17,600 x axo as sa 1" = 1,465.7 ft Data Zoom 13-5 411/P)DELO Street Atlas USA® 2006 Data use subject to license, © 2005 DeLorme. Street Atlas USAir 2006. www.delorme.com rn fiey ia,e•sv3 Scale 1 : 17,600 tp iLP BAO 1" = 1,466.7 ft Data Zoom 13-5 3 • 40 25 --►- SW 11 th Stree 230 - 0-- 59 SE 10th Street SW/SE 12th Street if 149 +F— 977 22 cir 1 c SW/SE 13th Street Existing 2005 Peak Season PM Peak Hour Volumes Brickell Flat Iron 717. Figure 3 TRANSPORT ANALYSES PROFESSIONALS NTS SW/SE lOth Street SW / SE 11th Street South Miami Avenue SW 12th Street +110 SW / SE 13th Street 41 4 4 t t t t 4 t 4 t ammillpo LANE USE GEOMETRY If 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 Miami -Dade County. Therefore, analyses will continue using the higher PM peak hour values. Land Uses Table 1 Brickell Flat Iron PM Peak Hour Unadjusted Traffic Volume ITE PM Peak LU Code Ln Out Total Condominiums 554-units 232 126 77 203 Office — 253,958 sf 710 62 301 363 Retail — 47,666 sf 814 57 72 129 Totals 245 450 695 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 lA 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 89 55 144 Office 44 213 257 Retail 40 51 91 173 319 492 SITE ACCESS The proposed site will have two, two-way drives, which are located along SE ls` Avenue and South Miami 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 MUATS travel model validation runs for TA7. 573 to detenitine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North northeast — 20.03% North/northwest — 22.07% East/northeast — 7.52% West/northwest --- 16.04% East/southeast _.. 5.88% West/southwest — 23.22% South/southeast — 1.10% SouthIsouthwest — 4.14% 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 the site driveway along SE 15t Avenue 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 and delay at the locations under study 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. PEAK SEASON TRAFFIC ADJUSTMENTS Using FDOT's 2004 seasonal factors for South Miami -Dade County, traffic volume data collected were increased, by 8.0% to reflect a peak season condition. (FDOT peak season factors are in the appendix.) TABLE 2 TRAFFIC VOLUME AT STUDY LOCATIONS • YEAR YEAR 2009 YEAR YEAR 2009 2005 BACK:ROUN0 2009 2009 WITH 2005 SEASONAL PEAK GROWTH COMMITTED WITHOUT SITE PM PEAK INCREASE SEASONAL INCREASE DEVELOPMENT SITE SITE TOTAL iNTERSECTICN AND APPROACH VOLUME VOLUME VOLUME' VOLUME' VOLUME SUBTOTAL VOLUME VOLUME South Miami Avenue & 1Dtn Street EB LEFT 37 3 40 2 234 278 0 275 EB THRU 23 2 25 1 22 48 45 96 I WE THRU 55 4 59 2 0 61 0 61 jW8 RIGHT" 213 17 230 9 150 389 0 389 _ N16 LEFT 25 2 27 1 113 141 133 274� NB THRU 361 29 390 16 339 745 79 824 NB RIGHT 15 1 16 1 2 19 107 126 South Miami Avenue & l l th Street WSTHRU 11 1 12 0 64 76 0 76 'WO RIGHT 49 4 53 2 0 55 0 55 NB LEFT — — 17 1 18 1 130 149 0 149 NB THRU 361 28__.. ... 379 15 454 848 0 848 South Miami Avenue & 12th Street 'EB LEFT 38 3 41 2 66 109 0 109 EB RIGHT 16 1 17 1 0 18 0 18 SWS LEFT 195 15 211 9 0 220 0 220 SWB THRU 5 0 5 0 3 8 0 8 ISWB RIGHT 31 2 33 1 0 34 16 50 NB LEFT 25 2 27 1 29 57 0 57 NB THRU 274 22 295 12 312 620 0 620 /NB RIGHT 31 2 33 1 5 39 104 143 South Miami Avenue & Coral Way :EB LEFT 104 6 112 5 273 390 73 463 EB THRU 428 34 462 19 120 601 18 619 EB RIGHT 28 2 30 1 12 43 0 43 WB LEFT 20 2 22 1 4 27 0 27 WB THRU 905 72 977 40 72 1089 0 1089 WB RIGHT 138 11 149 6 26 181 13 194 NB LEFT 104 a 112 5 4 121 0 121 NB THRU 149 12 161 7 70 238 18 256 NO RIGHT _ 26 2 28 1 4 33 0 33 SB LEFT 22 2 24 1 0 25 0 25 SB THRU 111 9 120 5 0 125 6 130 SE RIGHT 172 14 186 8 3 197 11 208 SE 1st Avenue & 10th Street IEE LEFT 2 0 2 0 EB THRU 21 2 23 1 EB RIGHT 16 1 17 1 WO LEFT 92 7 99 4 WB THRU 247 20 267 11 WB RIGHT 20 2 22 1 NB LEFT 9 1 10 0 NB THRU 31 2 33 1 NB RIGHT 14 1 15 1 SB LEFT 27 2 29 1 SB THRU 147 12 159 6 SB RIGHT 10 1 11 .0 SE 1 st Avenue & 11 th Street NB LEFT NB THRU 'SO THRU ,SB RIGHT SE 1st Avenue & Site Drive 'NB LEFT 0 0 0 0 0 0 104 207 :NBTHRU 75 1 77 3 16 96 0 96 SB THRU 241 19 260 11 27 298 16 314 S6 RIGHT 0 0 0 0 0 0 69 69 42 3 45 2 78 8 82 3 150 0. 0 16 0 0 0 2 4 10 14 0 24 51 105 22 40 64 104 5 105 13 121 428 0 428 23 0 23 10 0 50 16 30 185 11 47 85 240 38 0 0 6 0 104 16 10 88 16 30 173 11 47 189 256 94 0 94 214 17 231 9 27 2 29 1 0 0 0 64 S,Mismi Ave & Site Drive I WB RIGHT 0 0 0 0 0 0 319 319 INB THRU 351 2E 379 15 454 848 0 848 Arterial Summary _..�..__.--.Coal Vvey East- and Westbound Two-way Site Volume Summary = 84 South Miami Avenue North- and Southbound Two -Way Site Volume Summary = 120 1 A seasenak factor of 8.0% is used to increase existing volume to peak season conditions 2 A growth fatter of 4.06% is used to increase traffic to year 2009 conditions. 8 Stickel' Flat Iron TAP JN 5764 co N Nrs SW ist Avenue 133 48 -0- SW 11 th Stree a) c co o I f 1.41 Cr) „I CQ SE 12th Street / 10 92 8 64 SITE 319 18 -IP- L 3 j!i CO / I Coral Way eat 73 38 43--11 cS'' 70 ) PM Peak Hour IN 173 OUT 319 TOTAL 492 TAZ 573 25.30 15.92 PM Peak Hour Site Only Traffic 41. TRANSPORT ANALYSIS PROFESS ONALS Figure 5 • SW 1st Avenue SE 12th Street SE 10th Street 276 (276 48 (96 co co co co SW 11th Street ti w b (38�.,. (61)61 4 / 4 (14) 24 (105) z• ` . a 440 (104) 7 E ✓ 4) 44''� SITE 0 (319) cu /I c (2) 1 � 4— (55) 55 �^ — (76) 76 /�� iami Avenue 0 0) N II► 390 (463) 601 (619) —Ir. —► 43 (43) (194)181 •w — (1089) 1089 (27) 27 (23),Z3 (72 � � 88 SITE SW 11 th Street Coral Way 2009 PM Peak Hour Traffic (with) and without site Volume irzie TRANSPORT ANALYSS PRO ESS1ONALS Figure 6 10 • TABLE 3 LEVEL OF SERVICE AT STUDY LOCATIONS INTERSECTION AND APPROACH YEAR YEAR 2005 2009 2009 PEAK WITHOUT WITH SEASONAL SITE SITE LOS LOS LOS South Miami Avenue & 10th Street 1EB LEFT & THRU IWB THRU & RIGHT NB LEFT & THRU B A F F' E A South Miami Avenue & 11th Street WBTHRU&RIGHT A NB LEFT & THRU A A A South Miami Avenue & 12th Street EB LEFT & RIGHT I SWB LEFT 1SWB THRU 1SWB RIGHT A N13 LEFT & THRU A South Miami Avenue & Coral Way ES LEFT, THRU & RIGHT 8 ;WB LEFT, THRU & RIGHT B 'NB LEFT, THRU & RIGHT B SB LEFT, THRU & RIGHT B D E B A D E 8 A F]F2 B/A B/F B/F SE lst Avenue & 10th Street iEB LEFT, THRU & RIGHT A A B/A 'WB LEFT, THRU & RIGHT C E F/A3 NB LEFT, THRU & RIGHT A B B/C SB LEFT. THRU & RIGHT B B CIE SE 1st Avenue & 11th Street [NB LEFT & THRU A A A SE 1 st Avenue & Site Drive NB LEFT & THRU N/A N/A A South Miami Avenue & Site Drive WBRIGHT N/A N/A Note: Items listed below are discussed in detail in the report. 1 A year 2009 traffic signal warrant study should be undertaken for this intersection. 2 Developer should have the County optimize traffic signal timing at build -out. 3 Intersection delay can be improved with removing all -way stop condition to an eastlwest stop control condition. • Brickell Flat Iron TAP JNI 5764 • 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 Brickeli/The Avenue 3 — Brickell City Centre 4 -- Villa Magna 8 — South Miami Avenue Condo 9 — One Brickell Plaza 10 — Brickell on the River I 1 - Infinity 5 --- Club at Brickell Bay/Brickell Bay Plaza 12 - Latitude 6 — Axis 13 — NEO Vertika 7 .... Mary Brickell Village 14 - Beacon 15 --- Premiere Towers Committed development information is from the City's latest (December 9, 2005) information at the time of this writing. A committed development worksheet can be found in the appendix. TRANSPORTATION CORRIDOR ANALYSIS Traffic volume counts were take in August along Coral Way and Miami Avenue to determine daily and peak period volumes on these arterials. As previously shown in Table 2, the existing 2005 peak season volume is shown in Table 4. Table 5 depicts future 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 YEAR 2005 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS ROADWAY MODE Arterial I Corridor Name Coral Way TWO-WAY VOLUME South Miami Avenue TWO-WAY VOLUME 2003 CORK TYPE Notes) 1 Adopted Allowable, E+20 (3,740) Adopted LS Allowable F+20 (3,740) LOS TABLE" 0.00-......_G 0.65 C 0.65 C 0,65 G 0,65 C 0.65 C 0.66 D 0.95...__ .0 096 E 1.00 E ROADWAY ROADWAY ROADWAY CAPACITY PER.THE PER. TRI ... PER TRIP.__O W_. _ _... � FLUME PER. TRIO RQARWAY TY ROADWAY VOLUME VEHICULARI PPV= VEHICULAR PPV EXCESS PERSON CAPACITY' 1.6 VOLUME 1.4 PER TRIP TRW 2 3 1 (4) (51 6L (7) .... LOS 5,984 1,506 2,,106 3876 0.35 3,740 5,984 432 605 FDOT LOS Table Volumes 111 nla C 2,430 I} 3,540 3,740 MASS TRANSIT MODE LOCAL BUS EXPRESS RAIL TRAN TOTAL TOTAL TRANSIT PER TRIP PER. TRIP PER TRIP TRANSIT TRANSIT PERSON CARSON TRIP 0.PACITY = LOAD = CAPACITYPACITY ig P£LO D 0 LOAD = RIP EXCESS DESIGN DESIGN DESIGN DESIGN VOLUME CAPACITY --.(g) (9�... (10) _... � _..,.---- (i2) (13) WT AVG ' AVG HEADWAY SEATS- RIDERSHIP DESIGN ... BOTH PER PAX LOAD ... PAX DIRECTIONSI VE14 PER HOUR FACTOR CAPACITY WT AVG AVG HEADWAY j _._8 EA15 RIDERSHIP DESIGN, J. BOTH PE R fAX LOAD PERCENT DIRECTIONS{ VEH PER HOUR FACTOR CAPACITY R(666 vRt6 PERCENT RIDERSHIP Volumo is from the yea-2002 FOOT LOS tables " Existing volume adjusted to peak season CORRIDOR TOTALS CORRIDOR 1 CORR€8X)R CORRIDOR PERSON [ CORRIDOR PERSON PERSON TRIP PERSON._. _.,_...,_........ FR1P TRW EXCESS TRIP CAPACITY VOLUME CAPACITY 1 V/C .... j4) (15) _.-._(161 1 (i) LOS 5,984 3,1176 i 0 35, AUTO PERSON TRIPS TRANSIT PERS0t1 TRIPS TOTAL PERSON TRIPS = ,984 2.108 0 2,108 605 5.379 1000k 0 0%... 100.018 AUTO PERSON TRIPS - 605 . 10110% TRANSIT PERSON TRIPS =1 0 0 0% _0 ... 1000% TOTAL I''ERSON TRIPS � 605 Brickell Flat Iron Transpott Analysis Professionals, Inc. JN 5764 • TABLE 5 L FUTURE YEAR (2009) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arterial I Corridor Name Coral Way TWO-WAY VOLUME South Miami Avenue TWO-WAY VOLUME ROADWAY MODE ROADWAY ROADWAY PER. TRIPw PER TRIP ROADWAY 2009 ROADWAY CAPACITY ROADWAY ; VOLUME , PER. TRIP_ CORR f VEHICULAAj OPPV= VEHICULAR 41PPV I EXCESS TYPE CAPACITY' 1 6 VOLUME ' 1.4 PER. TRIP Notes 1 2 3 ... __. { ..(`?) (6) Ad.. Adopted LS 3,740 5904 1,735 2,429 3555 Allowable E+20 (3,740) Adopted Allowable E+20 (3,7401 Coral Wa 0,00 5 0, 60,65 ....... 0,65 0.65.. 0.65 0,66. Way 390 2,430 3,540 3,740 ROADWAY PERSON TRIP (7) LOS 0,41 MASS TRANSIT MODE LOCAL BUS EXPRESS RAIL IRAN TOTAL I TOTAL PER.TRIP PER.TRIP PER, TRIP TRANSIT TRANSIT TY ._. CAPACITY ....._.__. CAPACITY CAPACITY CCAPACITY PERSON @LOAD- LOAD wLOAi7 _, a LOAtj,., TRIP DESIGN DESIGN DESIGN DESIGN VOLUME --_ 8)(9) _..... ..... (10)... 11 52.. WT AVG AVG HEADWAY SEATS RIDERSHIP BOTH LOAD PAX PERCENT _... tEGTtONSi vEH IPER PER HOUR ODR FACACTOR)CAPACITY RIDERSHIP TRANSIT PERSON 'THIN EXCESS CAPACITY (13) L— WT AVG [ AVG HEADWAY SEATS RIDERSHIP DESIGN BOTH PER PAX 'TT --LOAD PAX PERCENT DIRECTION $ VEFI PER HOUR FACTOR GAPACIIY RIDERSHIP FACTORS1...- 2005 2009 Ann Gr (51%Iyr (comp) = 1.0406 Volume is Iron the year 2002 FOOT LOS tables LOS A & B rust possible under assumptions - other vie. cutoffs use FOOT LOS fable ratios PROJECT VOLUME ASSIGNED Transit Existing volume adjusted to peak season Cosaidoi i Direction ProLAute Trt 5 Person Ink Project Auto Trips 1n6tude Committed Development Dora€ Way..... (_ -- �..Inbound (NB)._....... �.._ 8A ..._U Outbound (SB) 84 South Miariit Avenue ..........inbound (EH) ....... ....._.,, 120 Outbound(WB) 120 CORRIDOR TOTALS CORRIDOR CORRIDOR 00RRIDOR PERSON CORRIDOR1 .._-._..... PERSON PERSON TRIP PERSON TRIP TRIP EXCESS TRIP CAPACITY VOLUME CAPACITY VC (141 i� 16 (174 LOS AUTO PERSON TRIPS 2,429 j 100 0%...._ TRANSIT PERftOW TRIPS - 0 0.096 TOTAL PERSON TRIPS = 2,429 100.0% 5,904 5,01© AUTO PERSON TRIPS TRANSIT PERSON -RIPS = TOTAL PERSON TRIES 966 100.0`6 0 ._.....0.0%.... 96E 100 0% 6rirkeH Flat (rvn Transport Analysis Professionals, JN 5764 • 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. Metromover will be going. through the building (see site plan). Other traffic reduction measures will reduce primacy trip making, suggested measures are listed, but no limited to, as follows: oo. Some - Encourage shared ridership (van pooling). - Post mass transit schedules in public areas in building lobby. - Provide bicycle parking and locker areas on first floor of garage CONCLUSION Both arterial roadways studied will operate within acceptable level of service conditions with site traffic in build -out year 2009. Future committed and proposed site traffic in 2009 will cause the intersection of South Miami Avenue to function with long delays. This problem was discussed with the developer, who will commit to performing a traffic signal warrant study at the intersection after build -out and occupancy of the development. SE 1 i' Avenue and SE 10th Street currently has an all -way stop controlled condition. Year 2009 traffic volume from committed and proposed site traffic will cause a LOS F condition. Changing intersection control to provide stop control along SE 10ti' Street will improve the LOS condition. South Miami Avenue and SE/SW 12th Street will operate with long delays for eastbound traffic in 2009. Restricting the eastbound approach to right turn only will improve the LOS. The developer should contact ivlianzi-Dade County's Public Works Department at build -out and occupancy and request that they consider the traffic control rernedies discussed above. Upon completion and occupancy of the development, the developer should contact Miami -Dade Signals and Signs Division @ 305-592-8925 and request that traffic signal timing be optimized at the intersection of South Miami Avenue and Coral Way. 15 • APPENDICES • • • • • APPENDIX A TRAFFIC STUDY METHODOLOGY • • • l3rickell Flat Iron We are proposing on a traffic study and request your input as to the methodology and scope. The location is between South Miami Avenue and SE 15` Avenue & between SE/SW 10th Street and SW/SE 12th Street in the City of Miami. The developers are proposing 554-residential units and about 1,135,000 sf of office and 50,000 sf of retail space. Build -out is expected in 2008 The intersections we are proposing to study during the PM peak are as follows: • Miami Avenue and SW/SE 10th Street (unsignalized) • Miami Avenue and SW SE 12th Street (unsignalized) • SE 15t Avenue and Miami Avenue/SE 12th Street (unsignalized) • Miami Avenue and SE 13th Street (Coral Way) (signalized) • Site at public roadways The two arterials are as follows: • Miami Avenue -- north/south • Coral Way (SE/SW 13th Street)(SR 972)) Study area: • North: SW/SE 5th Street • South: Coral Way • East: Biscayne Bay • West: I-95 Other Considerations: • We plan to use the 7th edition of'TE'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 FDOT's seasonal data to factor existing volumes. • We will use historical growth for the two study arterials. If growth is negative, we will use a 1 % growth factor through the development's programmed build -out year. • We will research & use all bus route schedules for both arterials, if needed. • We will research committed development in the area that may have an influence on the project and submit a list to you and the city for review and acceptance. • We will research the TIP and LRTP for future roadway improvements. • We will provide TCM recommendations. • We will perform a queuing analysis, if the development is planning a gated entry. • APPENDIX B TRAFFIC VOLUME DATA • • canter: 3077 Counted By: PCC Weather: Clear Other: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name :5764SElu.i0PM Site Code : 57643077 Start Date : 08102 2005 Page No : 2 Start Tuna SE 1st Avenue SE 10th Street Southbaund Westbound Thru Right = Peds Peak Hucr Frwm ; 6,00 to 1 T 45 - Peak Intersection 17:00 Volume 27 i47 10 Percent 14.7 79.9 5.4 Volume 27 147 10 Volume 6 42 1 Peak Factor High lnt, Volume Peak Factor • • App. Total Leff Thru ' Right Pads j 0 184 i 92 247 0.0 25.6 68.8 0 184 92 247 0 49 30 67 1745 17:15 6 41 3 0 50 30 67 0.920 App. Total SE 1st Avenue Northbound Lett 1 Thru Right f Peds ! Ap Totpal SE kith Street Eastbound Le f { Thru Right Pads 20 0 359 9 31 14 0 541E 2 21 16 5.6 0.0 16.7 57.4 25.9 0.0 5.1 53.8 41.0 20 0 359 ,' 9 31 14 0 54 2 21 16 11 0 108 0 7 5 0 121 0 3 App Int. 1 Total Total I 0 39 636 0.0 0 39 j 636 2 0 5 J 374 0.914 17:45 17:00 11 0 108 5 9 3 0 17E 1 5 6 0 12 0.831 0794E 0.813 Films` ~ J 1 is RE! a SE 1st Avenue Out In Totat 53-1 I 1841 1 2371 I 10I 1471 271 011 Right Thru Left Peas T North A/2/2005 5:00:00 PM 8/212005 5:46:00 PM All Vehicles Left Thru Right Peds 91 31!! 14I 01 1 255i i54i I 309 Out in Total 1st Aven Countcr: 3()77 Counted By: PCC Weather: Clear Other • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax; (305)385-9997 rile Name 5764SEValOPtvi Site Code 57643077 Stan Date 08102/2005 Page No 3 Counter: 3077 Counted 3y PCC Weather: Clear Other', TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Primed- Ali Vehicles File ?tame : 5764SE 1 V l OPM Site Code : 57643077 Starr Date : 08/02/ 005 Page No I SE 1st Avenue Southbound SE 10th Street Westbound SE 1st Avenue ?v&rthbound SE loth Street Eastbound J ie r1 Time I Lail Thru Riy;ht I °eds Tots. App LeFS ! { Thru 1 Right i Pads Apa Tuti Left Thru i Right I Peals S Apo, 1-eftTal 1 Thru Right Pads A 1aa, Tgta3 j t" _ 3actor i k,3 ; 3:0 i 0 i i3O 7,t2 I :.0 , 1,0 1 i.D I D I,0 i 1.0 l t.0 I,0 I.0 I,0 L0 16:00 1 25 9 0 35 10 44 8 0 62 3 11 4 0 18 ! 1 6 1 0 8 1 123 16:15 3 14 3 0 20 ( 5 27 5 0 37 4 7 1 0 12 0 11 5 0 16 1 85 16:30 7 28 5 0 40 6 37 4 0 47 0 5 7 0 12 0 2 6 0 8 i 107 16:45 6 25 8 0 39 10 39 2 0 51 4 6 4 0 14 0 5 7 0 12 . 116 Total 17 92 25 0 134 31 147 19 0 197 11 29 16 0 56 1 24 19 0 44 1 431 17:00 4 40 3 0 47 29 67 3 0 99 3 7 3 0 13 1 5 6 0 12 171 17:15 6 42 1 0 49 30 67 11 0 108 0 7 5 0 121 0 3 2 0 5 174 17:30 11 24 3 0 38 22 66 3 0 9] 1 8 3 0 12 1 8 3 0 12 153 17:45 6 41 3 0 50 11 47 3 0 6I 5 9 3 0 17 0 5 5 0 10 138 Total 27 147 10 0 184 92 247 20 0 359 9 31 14 0 54 ; 2 21 16 0 39 636 Grand Total 44 239 35 0 318 123 394 39 0 556 Apprch % 13.8 75.2 11.0 0.0 22.1 70.9 7.0 0,0 Total % 4,1 22.4 3.3 0.0 29.8 11.5 36,9 3.7 0.0 52.1 • • 20 60 30 0 110 3 45 35 0 83 182 54.5 27.3 0.0 3.6 54.2 42.2 0.0 1.9 5.6 2.8 0.0 103 0,3 4.2 3.3 0.0 7.8 IM u11 SE 1st Avenue Out In Total 1021 f 3181 42o 35i 235i 441 01 Right Thru Left Pads t-' j r-► North 5/2/2005 4:00:00 PM 8/2/2005 5:45:00 PM Ali Vehicles t +I I I Left Thru Right Peas 201 601 301 0 1 1 357] : 11101 € 5071 Out In Tatai SE 1st Avenue 44, 067 4101 iStar: Time TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 South Miami Avenue Southbound T Left Thru Right Right {I Total Peak Hour From 16:CO to 17:45 - Peak I of 1 Intersectio 17:00 n Volume 22 111 78 94 305 Percent 7,2 36.4 25.6 30.8 Volume 22 111 78 94 305 Volume 10 40 23 32 105 Peak Factor High Int, 17:00 Volume 10 40 23 32 105 Peal 0.726 Factor • • SW 13th Street Coral Way Westbound Leh. Thru RTO R Right App, Total 20 905 11 127 1063 1.9 85.1 1.0 11.9 20 905 11 127 1063 5 241 2 22 270 Pile Name : 5747smiaav 13pm Site Code : 57643077 Start Date ; 08/22/2005 Page No : 2 South Miami Avenue SW 1 Street / Coral Way Northbound Eastbound Left 1 Thru RTO R B [ App. Ri ht Total i Left Thru RTO i Ri ht l APP. I tnt. R I g I Total) Total 104 149 12 14 279 104 428 4 24 37.3 514 4.3 5.0 18.6 76.4 0.7 4.3 104 149 12 14 279 104 428 4 24 20 39 4 1 64 26 93 2 7 17:15 ' 17:30 4 239 5 44 292 0.910 17:15 560 2207 560 128 31 44 1 4 80 26 114 1 8 149 0.872 South Miami Avenue Out In Total 1 391 Ri 696j 22 Thru Left North /22/2005 5:00:00 PM 3/22I2005 5:45:00 PM All VehEees 4-, i > I I Left Thru Right I 1041 149I 261 i 1 t 1591 L 279j I 438j Out In Total South Miami Avenue 0.940 2207 567 0.973 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW I37th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5747smiaav@13pm Site Code 57643077 Stan Date : 08/2212005 Page No : 3 • • Counter: 3077 / 3076 Counted By: PCC / DAB Weather: Clear Oher: Start Timt Factor 16:00 16:15 16:30 16:45 Total TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 South Miami Avenue Southbound Lei Thru I RTO Riot r. R 1,0 I 1.0 1.0 1.0 App. Total Left Thru Groups Printed- All Vehicles SW 13th Street! Coral Way Westbound App. Right Twat 1.0 1 1,0 RTO R 1.0 1.0 2 23 11 2 38 7 160 4 25 196 2 24 9 10 45 ! 3 134 1 27 165 5 10 15 8 38 ! 4 164 3 31 202 5 16 11 5 371 4 138 2 20 164 14 73 46 25 158 18 596 10 103 727 17:00 10 40 23 32 105 17:15 3 15 18 20 56 17:30 5 23 19 26 73 17:45 4 33 18 16 71 Total 22 111 78 94 305 Grand 36 184 1/4 119 463 Total Apprch % 7.8 39.7 26.8 25.7 Total % 0 9 4.8 3.3 3,1 12.1 • • 5 241 2 22 4 239 5 44 292 8 205 2 40 255 3 220 2 21 246 20 905 11 127 1063 38 150 1 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 21 230 1790 Left South Miami Avenue Northbound Thru 1.0 1 1,0 RTO 0 APP. Right Tota 1.0 Lel Thru File Name : 5747smiaavOl3pm Site Code 57643077 Start Date : 08/2212005 Page No : 1 SW I Street 1 Cora! Way 1 Eastbound RTO I Right App_ R 1 Total 1.0 1.0 1.0 i.0 8 29 3 3 43 1. 20 104 0 12 136 15 40 2 1 58 20 86 0 10 116 12 43 1 1 57 22 76 1 3 102 20 34 5 2 61 33 103 0 10 146 55 146 11 7 219 95 369 1 35 500 270 20 39 4 1 64 32 26 5 2 65 31 44 1 4 80 21 40 2 7 70 104 149 12 14 279 lnI. 1 Total 413 384 399 408 1604 26 93 2 7 128 567 26 114 1 8 149 562 22 112 1 3 138 546 30 109 0 6 145 532 104 428 4 24 560 2207 159 295 23 21 498 199 797 5 59 1060 18.8 75.2 0.5 5.6 5.2 20.9 0.1 1.5 27,8 Ta CD rVE5 0') A 6.5 15 South Out 7451 ]am o Av lo ue Total 1 12051 36: Pight Thru Lett 1 4-j T North 8/22/2005 4:00:00 PM 5/22/2005 6:45:00 PM Al! Vehicles gw. Left Thru Right 159l 2951 l441 i 1 498! 1-'7-1'34 Out in Total South Miami Avenue 266.1 3811 Counter: 3076 Counted By: DAB Weather: Clear Dther'. TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite210 Miami, Florida 33183 Phone: (305)385-0777 Fax; (305)385-9997 File Name ' 5764SMiaAvtu10PM Site Code : 57643076 Start Date : 08/02/2005 Page No : 2 South Miami Avenue Southbound Peds I Tots l Left Start Time I Len _ "; hse Right Peak Hour From IOW to 11:45 • Peak 3 of 1 Intersection 17:00 Volume 0 0 0 0 Percent 0.0 0.0 0.0 0.0 Volume 0 0 0 Volume 0 0 0 Peak Factor Nigh Int, 3:45:00 PM Volume 0 0 0 Peak Factor • • 0 0 0 0 0 0 SE loth Street South Miami Avenue SW 10th Street Westbound Northbound Eastbound Leff Tar i Rgtt Pedx T©t Left 2687 25 361 15 0 401 0.0 20.5 79.5 0.0 6.2 90.0 3.7 0.0 0 55 213 0 268 25 361 15 0 401 0 17 53 0 70 6 106 6 0 118 Thru Right Puds Ap Total 0 55 213 0 17:15 0 15 60 0 75 0.893 17:00 6 106 6 0 118 0.850 Tarr Rights Pods 1 PP. Total lnt Tota 37 23 0 0 60 1 729 61.7 38.3 0.0 0,0 37 23 0 0 60 i 729 12 6 0 0 18 ! 206 0.885 17:3 0 11 10 0 0 21 1 0,714 South 191ami Avenue Out In Total J 6111 I 0i 1 6111 Right Thru Left Pads mv Ire M F, M North N ? . CEOL_ Er?.. -•.a W. ai la if 6/212005 5:00:00 PM 6/2/2005 5:45:00 PM Ali Vehicles 47 Left Thru Right Reds 1 251 361i 151 0 L I 01 401I i 4011 Out In Total South Miami Avenue Counter: 3076 Counted By: DAB Weather Clear Other; • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name 5764SiviiaAva I OPM Site Code : 57643076 SLart Date 08/02/2005 Page No 3 Counter: 3076 Counted By: DAB Weather: Clear Other: Start Time Let', FaCID' 16:00 0 0 0 0 0 16:15 0 0 0 0 0 16:30 0 0 0 0 0 16.45 0 0 0 0 Total 0 0 0 0 0 17:00 0 0 0 0 0 17:15 0 0 0 0 0 17:30 0 0 0 0 0 1745 0 0 0 0 0 Total 0 0 0 0 0 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- .Ali Vehicles South Miarni Avenue SE 10th Street Southbeund Westbound Thru jt Right Peds ' Left ADM Total 1.0 Thru [ 4ht Peds APP i Total 10[ 0 13 38 0 51 0 4 27 0 31 0 4 31 0 35 0 7 42 0 49 0 28 138 0 166 0 17 53 0 70 0 15 60 0 75 0 16 51 0 67 0 7 49 0 56 0 55 213 0 268 Grand Total 0 0 0 0 0 0 83 351 0 434 Apprch % 0.0 0.0 0.0 0.0 0.0 19,1 80.9 0.0 Total % 0.0 0.0 0,0 0.0 0.0 0.0 6.5 27.4 0.0 33.9 • • South Miami Avenue Northbound LeftPeds E dpp Tvta1 I0i 1.0 1,0I 1.0 Thru ' Rieht 3 60 7 0 70 8 61 3 0 72 1 96 2 0 99 4 70 10 0 84 16 287 22 0 325 File Nance : 5764SMiaA10PIvl Site Code : 57643076 Stan Date : 08/02/2005 Page No : 1 SW loth Street Eastbound Leff Thru Righ; ; Peds 1.01 t.0 i 1.0 1 i.0 App.I tnt. Total ! Tot& 8 4 0 0 12 12 11 0 0 23 8 2 0 0 10 13 4 0 0 17 41 21 0 0 62 6 106 6 0 11812 6 0 0 18 7 88 3 0 98 E 6 4 0 0 10 4 64 2 0 701 11 10 0 0 21 8 103 4 0 115 8 3 0 0 11 25 361 15 0 401 r 37 23 0 0 60 41 648 37 0 726 5.6 89.3 5.1 0.0 3.2 50.5 2.9 0.0 56.6 133 126 144 150 553 206 183 158 182 729 78 44 0 0 122 F 1282 63.9 36.1 0.0 0.0 6.1 3.4 0.0 0.0 9.5 vs South M em Avenue Out In Total j 10771 01 f 10771 0I 01 01 0! Right Thru Left Reds North 12/2005 4'00;00 PM /212005 5:45:00 PM All Vehicles a ft Thru Right Peds 41l 646i 37; 01 !i ( 7261 Ili Out In Total South Miami Avenue m L2 - 0 1c61 • crY CD m 0 a 5 17 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax; (305)385-9997 File Name :5764SMiaAv11PM Site Code : 57643076 Start Date : 08/23/2005 Page No : 2 South Miami Avenue Southbound App. Stare Time [ Lens Thrt, I Right i Peds I Tc.aI Peak Hour Frum 1 .00 to 17.45 - Peak 1 of Intersectio 17:08 Volume 0 0 0 0 0 Percent 0.0 0.0 0,0 0.0 Volume 0 0 0 0 0 Volume 0 0 0 0 0 Peak Factor High Int. 3:45:00 PM Volume 0 0 0 0 0 Peak Factor • SE 1 lth Street Westbound Left Thru [ Right i App. Pods Total Left South Miami Avenue Northbound Thru I Right Peds SW 11 th Street Eastbound Total 1 Left TSuu 0 11 49 0 601 17 351 0 0 368 0.0 18.3 81.7 0.0 4.6 95.4 0.0 0.0 0 11 49 0 601 17 351 0 0 368 0 3 9 0 12 6 100 0 0 106 17:00 0 5 15 0 20 0,750 Right Peds TnPtal 0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 17:15 3:45:00 PM 6 100 0 0 106 0.868 South Miamt Avenue Out in Total 1 North 8/23/2005 5:00:00 PM 8/23/2005 5:45:00 PM All Vehicles 47 Lett Thru R1 ht Peds ®®1113M3 r 01 368I Out In Total South Miami Avenue 0 c J Int Total 428 428 118 0907 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name 5764SMiaAvCz,;11PM Site Code : 57643076 Start Date : 08/23/2005 Page No 3 • • Counter! 3076 Counted By: DAB Weather: Clear ether: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Grouts Pruned- All Vehicles File Name :5764SMiaAv@I1FM Site Code : 57643076 Start Date : 08/23/2005 Page No : 1 South Miami Avenue Southbound SE 11th Street Westbound South Miami Avenue Northbound SW 11th Street Eastbound Sian Time Let 1 Thiu 1 Right 1 Peds 1 ATptel Left Thru ` Right Peds APF-1 ( Lea T616pP' ] Thru Right fff Peas j APp 1 Left Taal Thru Right Peds Anp- 1 Ti1nt Tata: otal Factor 1.91 1.01 101 1.0; 1.0 1.9 1 1.0 i.0 1 1.0 1.0 301 10 1.01 1.0; 1.0 1.016:00 0 0 0 0 0 0 2 9 0 11 4 74 0 0 78 r 0 0 0 0 0 89 16:15 0 0 0 0 0 0 2 3 0 5 1 3 74 0 0 77 0 0 0 0 0 82 16:30 0 0 0 0 0 0 3 11 0 141 3 65 0 0 68 0 0 0 0 0 82 16:45 0 0 0 0 0 0 1 4 0 5 i 2 80 0 0 82 0 0 0 0 0 87 Total 0 0 0 0 0 0 8 27 0 35 12 293 0 0 305 0 0 0 0 0 340 17:00 0 0 0 0 0 0 5 15 0 20 4 80 0 0 84 0 0 0 0 0 104 17:15 0 0 0 0 0 0 3 9 0 12 6 100 0 0 106 0 0 0 0 0 118 17:30 0 0 0 0 0 0 2 9 0 1] 4 87 0 0 91 0 0 0 0 0 102 17:45 0 0 0 0 0 0 1 16 0 171 3 84 0 0 87 0 0 0 0 01 104 Total 0 0 0 0 0 0 11 49 0 60 ; I7 351 0 0 368 0 0 0 0 0 428 GGrata] and 0 0 0 0 0 0 19 76 0 95 29 644 0 0 673 0 0 0 0 0 768 Apprch % 0.0 0.0 0.0 0.0 0.0 20.0 80.0 0,0 4.3 95.7 0.0 0.0 0.0 0.0 0.0 0.0 1 Total % 0.0 0.0 0.0 0.0 0.0 0.0 2.5 9.9 0.0 12.4 3.8 83,9 0.0 0.0 87.6 0.0 0.0 0.0 0.0 0.0 • South Miami Avenue Out In Total 1 7201 1 aj 720 0I 001 0! Ritght Thru Left Peds 4 i N h ^-1 8/23/2005 4.00:00 PM 8/2312005 5.45:00 PM All Vehicles Left Thru Right Peds 291 644i 01 01 f � 01 673I 1 6731 Out In Total South Miami Avenue *Ica! E R? µ 0 C17 rn a cc, N Counter 3077 i3076 Counted By: PCC / DAB Weather: Clear Other: S Miami Avenue Southbound Start Time Leflt Right Peds auc From 16.00 to 17:45 - Peak 1 of erseetion 17:00 Volume 0 Percent 0.0 Volume 0 Volume 0 Peak Factor High Int. 3E45:00 PM Volume 0 0 Peak Factor • • TRANSPORT ANALYSIS PROFESSIONALS, Inca 8701 SW I37th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 App, Total ; L4P- 0 0 0 0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 SE 1StA S Right App' ' Left Total 195 5 31 231 84.4 2,2 13.4 195 5 31 231 46 0 13 59 17:00 0 0i 61 2 10 73 0.791 S. Miami Avenue Northbound Bear App. Thru Right ; Peds i Total Left File Name :5764smiaav .T2pm Site Code : 57643077 Start Date : 08/01/2005 Page No : 2 SW 12th Street Eastbound Tit ` Right I Peds App Tata tra Total 1 25 274 31 0 330 1 38 0 16 0 54 615 7.6 83.0 9.4 0.0 ' 70.4 0.0 29.6 0.0 25 274 31 0 330 ' 38 0 16 0 54 ? 615 4 76 5 0 85 14 0 7 0 21 165 0.932 7:30 17:45 7 69 11 0 87 i 14 0 7 0 21 0.948 i 0.643 co 5 1� S Miami Avenue Out In Total 3431 i 0 I 3431 1 I 01 01 0E Right Thru Pods North /1/2005 5:00:00 PM 5/112005 5:45:00 PM All Vehlales rl 1 Bear Lett Thru Right Peds 1 25! 2741 3111 01 2111 I 3301 Out In Total $. Miami Avenue 1 541! SE 1st Ave Counter: 3077 / 3076 Counted By: PCC / DAB Weather: Clear Other: • TRANSPORT ANALYSIS PROFESSIONALS, Inc. S701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5764smiaavg12psn Site Code : 57643077 Start Date : 08/01/2005 Page No : 3 Counter: 3077 / 3076 Counted By: PCC / DAB Weather; Clear Other: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- All Vehicles File Name : 5764smiaavt@ 12pm Site Code : 57643077 Start Date : 08/01/2005 Page No : 1 Start Time S Miami Avenue Southbound SE 1st Avenue S. Miami Avenue SW 12th Street Southwestbound Northbound Eastbound Left Tstu Factor i3O j 1,0 Right i_0 peas 1 App. Bear Bear ! Hard App, Total Let ? Right Right Tom! 1.0 1,0 1.0 '. 1.0 Left 1.0 Thru IC Bear IReds Right i3O 1.0 E T©ai Left 16:00 0 0 0 0 0 33 0 2 351 3 56 16 0 75 16:15 0 0 0 0 0 30 0 2 32 5 60 11 0 76 16:30 0 0 0 0 0 34 0 4 38 4 58 12 0 74 16:45 0 0 0 0 0 40 1 3 44 i 2 53 16 0 71 Total 0 0 0 0 0 137 1 11 149 14 227 55 0 296 17:00 0 0 0 0 17:15 0 0 0 0 17:30 0 0 0 0 17:45 0 0 0 0 Total 0 0 0 0 Grand Total 0 0 0 0 Apprch % 0.0 0.0 0.0 0.0 Total % 0.0 0.0 0,0 0.0 • • 0 0 0 0 0.0 61 2 10 73 50 3 6 59 38 0 2 40 46 0 13 59 195 5 31 231 332 87.4 30.0 6 42 380 1.6 11.1 0.5 3.8 34.3 Thru Right Peds App. Total L0 i.0 iA ; F_0 8 0 3 0 11 8 0 1 0 9 9 0 6 0 15 10 0 3 0 13 35 0 13 0 48 8 59 9 0 76 10 0 2 0 12 6 70 6 0 82 7 0 3 0 10 7 69 11 0 87 7 0 4 0 11 4 76 5 0 85 14 0 7 0 21 25 274 31 0 330 38 0 16 0 54 39 501 86 0 626 6.2 80.0 13.7 0.0 3.5 45.2 7.8 0,0 56.5 73 0 29 0 102 71.6 0.0 28.4 0.0 6.6 0.0 2.6 0.0 9.2 ca 1 GI 0 S Miami Avenue Out In Total I 6161 01 1 6161 1 I 01 0? ©1 Right Thru Peds rig hid 4 North v --, 11l2005 4:00:00 PM C12 1112005 5:45:00 PM 'All Vehicles 4'? T Bear Left Thru Right Peds L. 391 5011 661 01 6261 Out In Total S. Miami Avenue [ 3611 j 9871 SE tsi Avenue Int. Tor 1 121 117 127 328 493 161 151 138 165 615 1108 SE 1st Avenue Southbound Start Time Peak Scour From 16,00 to 17:45 - Pear; 1 of Intersectio 17;00 n Volume 0 214 27 0 241 Percent 0.0 88.8 11,2 0.0 Volume 0 214 27 0 241 Volume 0 56 4 0 60 Peak Factor High Int. 17:15 Volume 0 57 8 0 65 Peak 0.927 Factor • • Left Thru ( Right TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 App. Peds Total Left SE 11th Street SE 1st Avenue Westbound 1 Northbound Thru z Right Peds App. Total 0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 3:45:00 PM 0 0 0 ft T File Name : 5764se1@l 1pm Site Code : 57643077 Start Date : 08/23/2005 Page No : 2 SE 11th Street Eastbound Right I Pads [ Apo TN* I Left Thr 42 76 0 0 35.6 64.4 0.0 0.0 42 76 0 0 20 20 0 0 118 318 40 17:00 0 ! 20 20 0 0 40 0.738 ght Peds 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 359 0 0 0 0 0 100 0.898 App. Total Total 3:45:00 PM Eea of SE 1stAvenue Oui In Total 1 76/ 1 241 f 3171 ®® Right Thru Peds North /23/2005 5:00:00 PM /23/2005 5:45:00 PM IAll Vehicles 332E Out In Total SE 1st Avenue 359 • • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8703 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5764se1Ipm Site Code : 57643077 Start Date : 08123/2005 Page No : 3 Counter:3077 Counted By: PCC Weather: Clear •titer: SE lst Avenue Southbound TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- All Vehicles SE 11th Street SE 1st Avenue File Name :5764se1@llprr_ Site Code : 57643077 Start Date : 08/23/2005 Page No : I SE llth Street Westbound Northbound ! Eastbound • Stan Time Factor 16:00 16:15 16:30 16:45 Total Lai Thru 1.0 0 0 0 0 0 Right Pads 1,0 1.01 1.0 1 APP Total Left 30 7 0 37 30 4 0 34 36 9 0 45 35 4 0 39 13I 24 0 155 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 0 345 51 0 396 Total Apprch % 0.0 87.1 12.9 0.0 Total % 0.0 60.7 9.0 0.0 69.7 • 1,0 Thru 1.0 Right 1.0 Pads i3O App. Lett Total, 1,0 Thou 1.0 Right Peels ©1 1.0 App. Total 0 0 0 0 0( 5 10 0 0 15 0 0 0 0 01 2 10 0 0 12 0 0 0 0 0 4 8 0 0 12 0 0 0 0 0 2 13 0 0 15 0 0 0 0 0 13 41 0 0 54 0 0 0 0 0 20 20 0 0 40 0 0 0 0 0 7 18 0 0 25 0 0 0 0 0 6 19 0 0 25 0 0 0 0 01 9 19 0 0 28 0 0 0 0 0 42 76 0 0 118 0 0 0 0 0 Left ' Thru Right lAi 1Q 1.0 Pads li App. i Int. Tots t i Total 0 0 0 0 0; 52 0 0 0 0 0I 46 0 0 0 0 0 57 0 0 0 0 0 54 0 0 0 0 01 209 0 0 0 0 0 100 0 0 0 0 01 90 0 0 0 0 011 84 0 0 0 0 01 85 0 0 0 0 01 359 55 117 0 0 172 ? 0 0 0 0 0 0.0 0.0 0.0 0.0 32.0 68.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 j 9.7 20.6 0.0 0.0 30.3 1 0.0 0.0 0.0 0.0 0.0 �. +R `mom i 1 SE 1st.4venue out In Total 5131 I 1171 f 3sel { 511 3451 01 :11111 Thru Peds 1 North 2312005 4:00:00 PM 5/23/2005 5:45:00 PM IAII Vehicles 11 Left Thru Peds 1 551 1171 01 I I 172I I 5171 Out In Total 5E 1st Avenue 3451 568 08/04/05 11:15:47 e************ TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Final Report (page 2 of 2) Site ID : 5764 EB&WB Info 1 : Coral Way/SW 13th St Info 2 : W/O South Miami Ave Page: ************** Start Date : Aug 2, 2005 Tue End Date : Aug 3, 2005 Wed Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-EB 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 lir138 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 1104 4 121 119 118 123 480 151 167 177 206 701 ;F1181 5 109 129 140 145 522 249 309 290 237 1085 =`'` 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% Seak Hour Factor : 0.945 0.872 0.928 eak / Day Total 0.058 0.120 0.088 08/04/05 11:15:47 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 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 ** Page: Date : Aug 2, 2005 Tue Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-ES Hour 2-WE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 13 16 14 14 57 29 21 26 1? 87 144 1 10 4 9 10 33 13 6 8 8 35 68 2 4 2 2 4 12 5 3 2 6 16 28 3 6 1 0 1 8 2 1 2 6 11 19 4 4 1 4 10 19 3 3 4 5 15 34 5 8 7 17 17 49 3 2 7 7 19 68 6 27 22 45 71 165 16 18 24 24 82 247 7 86 102 130 164 482 49 50 53 65 217 699 8 225 247 310 330 1112 88 92 95 98 373 1485 9 321 271 224 185 1001 101 120 86 92 399 1400 10 144 143 121 140 548 98 90 97 101 386 934 11 133 114 113 142 502 103 94 109 130 436 938 .r4 2 156 154 154 168 632 156 169 162 148 635 1267 1 150 144 171 169 634 162 177 162 139 640 1274 2 181 174 144 134 633 145 129 150 112 536 1169 119 109 135 142 505 124 159 176 147 606 1111 4 115 118 122 121 476 152 163 156 217 688 1164 5 106 139 128 145 518 251 306 281 246 1084 1602 6 142 146 143 139 570 240 248 211 189 888 1458 7 151 128 86 96 461 167 142 143 123 575 1036 8 86 110 89 90 375 98 100 95 89 382 757 9 86 85 80 87 338 96 84 81 82 343 681 10 72 72 70 57 271 69 64 79 46 258 529 11 60 42 27 31 160 50 32 39 20 141 301 TOTALS 52% 9561 48% 8852 18413 AVERAGE 99.6 period 398.4 92.2 period 368.8 767.2 Peak AM Hour is *** 8:30am to 9:30am *** Volume Lane 1 : 1232 Lane 2 : 414 Combined: 1646 Directional Split : 75% 25% Peak Hour Factor 0.933 0.863 0.961 Peak / Day Total . 0.129 0.047 0.089 Peak PM Hour is *** 5:15pm to 6:15pm *** Volume Lane 1 : 554 Lane 2 : 1073 Combined: 1627 Directional Split : 34% 66% 4/leak Hour Factor 0.955 0.877 0.914 eak / Day Total 0.058 0.121 0.088 08/04/05 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Page: 2 1110 *** Dual Channel 15 Minute *** Site ID : 5764 EB&WD Date : Aug 3, 2005 Wed Info 1 : Coral Way/SW 13th St Factor : 1.00 Info 2 : W/O South Miami Ave Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, Hour 1-EB Hour 2-WE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 19 13 16 11 59 35 28 21 21 105 164 1 15 6 9 1 31 6 8 5 5 24 55 2 10 3 4 6 23 9 1 1 3 14 37 3 3 6 4 3 16 3 5 6 5 19 35 4 4 2 9 6 21 2 4 1 4 11 32 5 7 8 11 21 47 3 3 4 10 20 67 6 24 26 45 68 163 12 16 17 23 68 231 7 91 113 138 165 507 43 42 46 50 181 688 8 177 255 268 318 1018 76 83 96 94 349 1367 9 341 266 191 170 968 89 95 89 99 372 1340 10 147 155 120 155 577 96 104 96 103 399 976 11 110 115 134 144 503 114 93 120 140 467 970 OM 2 120 133 151 187 591 160 170 171 195 696 1287 1 176 181 147 177 681 148 200 153 130 631 1312 2 145 140 144 133 562 133 152 127 127 539 1101 3 140 128 136 101 505 157 146 140 149 592 1097 4 127 120 113 124 484 150 171 197 195 713 1197 5 111 118 152 145 526 247 312 298 228 1085 1611 6 126 116 145 143 530 243 277 192 187 899 1429 7' 102 106 106 116 430 146 151 147 145 589 1019 8 89 110 97 93 389 128 108 104 92 432 821 9 88 76 84 82 330 109 99 79 84 371 701 10 74 80 68 67 289 80 75 54 40 249 538 11 50 41 57 32 180 66 84 50 51 251 431 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 *** 5:15prr: to 6:15pm *** Volume Lane 1 . 541 Lane 2 : 1081 Combined: 1622 Directional Split : 33% 67% .eak Hour Factor 0.890 0.866 0.901 eak / Day Total 0.057 0.119 0.088 08/04/05 11:15:47 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8 701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Page: ************ Dual Channel 15 Minute Final Report (page 1 of 2) ************** Site ID : 5764 EB&WB Start Date : Aug 2, 2005 Tue Info 1 : Coral Way/SW 13th St End Date : Aug 3, 2005 Wed Info 2 : W/O South Miami Ave Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-EB Hour 2 - WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 32 29 30 25 116 64 49 47 32 192 308 1 25 10 18 11 64 19 14 13 13 59 123 2 14 5 6 10 35 14 4 3 9 30 65 3 9 7 4 4 24 5 6 8 11 30 54 4 8 3 13 16 40 5 7 5 9 26 66 5 15 15 28 38 96 6 5 11 17 39 135 6 51 48 90 139 328 28 34 41 47 150 478 7 177 215 268 329 989 92 92 99 115 398 1387 8 402 502 578 648 2130 164 175 191 192 722 2852 9 662 537 415 355 1969 190 215 175 191 771 2740 10 291 298 241 295 1125 194 194 193 204 785 1910 11 243 229 247 286 1005 217 187 229 270 903 1908 PM 41021 276 287 305 355 1223 316 339 333 343 1331 2554 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 84 63 340 116 116 89 71 392 732 TOTALS 51% 18991 49% 17926 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 Combined: 3213 Directional Split : 75% 25% Peak Hour Factor 0.916 0.916 0.943 Peak / Day Total 0.128 0.044 0.087 Peak PM Hour is *** 5:15pm to 6:15pm *** Volume Lane 1 : 1095 Lane 2 : 2154 Combined: 3249 Directional Split : 34% 66% Seak Hour Factor 0.944 0.871 0.928 eak / Day Total 0.058 0,120 0.088 08/04/05 7 1: 1 5: 4 6 410 ************ TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Site ID : 5764 NB&SB1 Info 1 : South Miami Ave S/O Info 2 : Coral Way/S 13th St Final Report (page 2 of 2) Page: 4 ************** Start Date : Aug 2, 2005 Tue End Date : Aug 3, 2005 Wed Adj. Factor: 1.00 ALL DAYS AVERAGED Hour Starts 0 1-NE 15 30 Flour 45 Total 2-SE 0 15 30 Hour 45 Total Combined Total AM 12 1 2 3 4 5 6 7 8 9 10 11 om2 2 3 4 5 6 7 8 9 10 11 5 3 1 1 0 9 27 59 80 61 42 63 66 54 54 58 63 49 41 30 22 24 13 4 0 2 1 2 6 39 65 77 53 33 69 63 57 53 57 85 48 39 32 31 18 13 7 6 1 1 1 3 1 1 1 1 2 4 18 24 31 33 60 72 62 63 50 37 45 52 63 58 48 50 60 63 59 44 29 17 22 13 60 53 59 58 47 53 45 37 28 21 18 12 24 7 4 5 3 7 56 129 255 282 201 171 254 239 218 215 222 263 200 161 118 90 81 50 2 1 1 0 1 1 6 12 25 34 27 23 33 43 31 26 37 45 41 30 14 13 8 8 4 2 0 0 1 1 2 15 20 27 19 21 32 37 27 27 37 40 35 20 17 8 9 6 3 2 1 0 1 1 5 16 20 21 18 28 27 29 25 39 36 44 34 22 16 13 10 8 2 0 0 3 13 17 19 28 23 31 39 34 22 33 29 48 39 17 12 10 4 5 10 5 2 0 3 5 26 60 84 110 86 102 131 142 105 124 138 177 148 88 58 43 31 27 34 12 6 5 6 12 82 189 339 392 287 273 385 381 323 339 360 440 249 176 133 112 77 TOTALS 66% 3248 AVERAGE 16.9 period 67.7 Peak AM Hour is *** Volume Lane 1 Directional Split Peak Hour Factor Peak / Day Total 8:45am to 291 74% 0.909 0.090 34% 1697 8.8 period 9:45am *** Lane 2 : 101 26% 0.743 0.060 Peak PM Hour is *** 5:00pm to 6:00pm Volume Lane 1 : 264 Directional Split : 60% (peak Hour Factor : 0.776 eak / Day Total 0.081 *** Lane 2 . 177 40% 0.922 0.104 4945 35.4 103.0 Combined: 392 0.860 0.079 Combined: 440 0.880 0.089 08/04/05 11:1546 • Site ID info 1 Info 2 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 * * * Dual Channe 1.5 Minute * 5764 NB&SB1 South Miami Ave S/C Coral Way/S 13th St Page: Date : Aug 2, 2005 Tue Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour Starts 0 1-NE 15 30 Hour 45 Total 2-SE Hour 0 15 30 45 Total Combined Total AM 12 1 2 3 4 5 6 7 8 9 10 11 410M2 2 3 4 5 6 7 8 9 10 11 6 2 2 1 0 7 18 61 86 53 37 62 66 52 57 53 71 50 40 28 22 25 16 4 1 0 1 0 0 7 41 71 81 49 38 71 70 53 47 57 94 48 46 30 26 16 16 9 1 0 1 0 1 19 33 68 55 46 37 66 59 55 48 66 64 59 44 24 11 9 13 6 1 4 2 2 3 22 34 78 69 33 54 59 43 67 50 49 67 48 38 27 23 17 8 25 5 6 5 3 4 55 126 278 291 181 166 258 238 227 202 225 296 205 168 109 82 67 53 2 1 1 0 1 1 6 8 26 28 30 24 32 47 31 23 38 57 42 23 21 13 111 6 3 2 0 0 1 0 4 11 24 27 15 19 23 34 33 31 33 43 40 19 15 9 10 6 5 2 0 0 2 0 5 14 17 27 16 27 27 27 28 39 38 40 32 22 12 11 11 7 2 2 0 0 0 3 12 17 21 33 26 33 36 28 24 34 28 47 33 14 14 11 5 1 12 7 1 0 4 4 27 50 88 115 87 , 103 118 136 116 127 137 187 147 78 62 44 37 20 37 12 7 5 7 8 82 176 366 406 268 269 376 374 343 329 362 483 352 246 171 126 104 73 TOTALS AVERAGE Peak AM Hour Volume Directional Split Peak Hour Factor Peak / Day Total 66% 34.1 period is *** Lane 1 3275 136.5 8:30arm to 9:30am 313 77% 0.910 • 0.096 *** Lane 2 . Peak PM Hour is *** 5:00prn to 6:00pm *** Volume Lane 1 : 296 Lane 2 : Directional Split : 61% eak Hour Factor0 0.787 eak / Day Total 0.090 34% 17.8 period 93 23% 0.830 0.054 187 39% 0.820 0.110 1707 71.1 Combined: 406 0.890 0.081 Combined: 483 0.881 0.097 4982 207.6 08/04/05 11:15:46 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 • *** Dual Channel 15 Minute Site ID : 5764 NB&SB1 Info 1 : South Miami Ave 5/O Info 2 : Coral Way/S 13th St ** * Page: 2 Date : Aug 3, 2005 Wed Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 3 9 4 6 22 1 4 1 2 8 30 1 3 6 0 0 9 1 1 1 0 3 12 2 0 0 1 1 2 0 0 1 1 2 4 3 1 2 1 0 4 0 0 0 0 0 4 4 1 1 1 0 3 0 1 0 0 1 4 5 0 4 2 4 10 0 2 1 2 5 15 6 10 5 16 25 56 6 0 5 13 24 80 7 35 36 29 31 131 16 19 17 17 69 200 8 57 58 51 65 231 23 16 23 17 79 310 9 74 73 69 56 272 40 26 15 23 104 376 10 68 57 54 41 220 24 22 20 19 85 305 11 47 27 52 49 175 22 22 29 28 101 276 41iM 2 64 67 59 60 250 34 41 26 42 143 393 1 65 55 57 63 240 38 39 31 39 147 387 2 56 61 41 50 208 31 21 21 20 93 301 3 51 59 52 65 227 28 23 39 31 121 348 4 63 57 53 45 218 35 41 33 29 138 356 5 54 76 61 38 229 33 37 48 48 166 395 6 48 48 58 41 195 40 30 35 44 149 344 7 42 32 43 36 153 36 20 22 20 98 251 8 31 34 33 28 126 7 18 19 9 53 179 9 21 35 23 19 98 13 6 14 8 41 139 10 22 19 35 19 95 5 7 9 3 24 119 11 9 9 13 16 47 9 6 9 9 33 80 TOTALS 66% 3221 34% 1687 4908 AVERAGE 33.6 period 134.2 17.6 period 70.3 204.5 Peak AM Hour is *** 8:45am to 9:45am *** Volume Lane 1 : 281 Lane 2 : 98 Combined: 379 Directional Split : 74% 26% Peak Hour Factor 0.949 0.613 0.831 Peak / Day Total 0.087 0.058 0.077 Peak PM Hour is *** 12:15pm to 1:15pm *** Volume Lane 1 : 251 Lane 2 : 147 Combined: 398 Directional. Split : 63% 37% eak Hour Factor 0.937 0.875 0.921 eak / Day Total 0.078 0.087 0.081 08/04/05 11:15:46 !************ TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Site ID : 5764 NB&SB1 Info 1 : South Miami Ave S/© Info 2 : Coral Way/: 13th St Final Report (page 1 of 2) Page: ************** Start Date : Aug 2, 2005 Tue End Date : Aug 3, 2005 Wed Adj. Factor: 1.00 ALL DAYS COMBINED Hour Starts 0 1-NB 15 30 Hour 45 Total 2-SB 0 15 30 Hour 45 Total Ctrnbined Total AM 12 1 2 4 5 6 7 8 9 10 11 2 3 4 5 6 7 8 9 10 11 9 5 2 2 2 0 17 53 118 160 121 84 126 131 108 108 116 125 98 82 59 43 47 25 13 7 0 3 1 4 12 77 129 154 106 65 138 125 114 106 114 170 96 78 64 61 35 25 13 12 1 1 1 5 2 2 1 2 3 7 35 47 62 65 119 143 124 125 100 74 89 103 125 116 96 100 119 125 117 87 57 34 44 26 119 106 117 115 94 105 89 74 55 42 36 24 47 14 8 9 6 14 111 257 509 563 401 341 508 478 435 429 443 525 400 321 235 180 162 100 3 2 1 0 1 1 12 24 49 68 54 46 66 85 62 51 73 90 82 59 28 26 16 15 7 3 0 0 2 2 4 30 40 53 37 41 64 73 54 54 74 80 70 39 33 15 17 12 6 3 1 0 2 1 10 31 40 42 36 56 53 58 49 78 71 88 67 44 31 25 20 16 4 2 1 0 0 5 25 34 38 56 45 61 78 67 44 65 57 95 77 34 23 19 8 10 20 10 3 0 5 9 51 119 167 219 172 204 261 283 209 248 275 353 296 176 115 85 61 53 67 24 11 9 11 23 162 376 676 782 573 545 769 761. 644 677 718 878 696 497 350 265 223 153 TOTALS AVERAGE 66% 67.7 period Peak AM Hour is *** 8:45am to Volume Lane 1 : 581 Directional Split 74% Peak Hour Factor 0.908 Peak / Day Total 0.089 Peak PM Hour is *** 5:00pm to Volume Lane 1 : 525 Directional Split . 60% .eak Hour Factor 0.772 eak / Day Total 0.081 6496 270.7 9:45am * * * Lane 2 6:00pm *** Lane 2 34% 35.4 period 201 26% 0,739 0.059 353 40% 0.929 0.104 3394 9890 141.4 412.1 Combined: 782 0.857 0.079 Combined: 878 0.878 0.089 • • • 87-0086 SR 972 / SE 13th 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% 187-1035 SR 972 ! SW 3rd Avenue / Coral Way Northeast of SW 18th 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% • • • APPENDIX C CAPACITY ANALYSES TRAFFIC SIGNAL TIMING DATA TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPE/TAP Intersection ,S. Miami Ave & SE/SW 10 St Agency/Co. Jurisdiction _ Date Performed 9/2/2005 Analysis Year 2005 Peak Season Analysis Time Period PM Peak Project Description Brickell Flat Iron East/West Street: SE/SW 10th Street North/South Street: South Miami 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 W R olume 27 390 16 Peak -Hour Factor, PHF 0.85 0.85 0.85 1.00 1.00 1.00 Hourly Flow Rate, HFR 31 458 18 0 0 0 Percent Heavy Vehicles 2 -_ -- 0 -- _- Median Type Undivided RT Channellzed 0 0 Lanes 0 2 0 0 0 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume 40 25 59 230 Peak -Hour Factor, PHF 0.71 0.71 1.00 1.00 0.89 0.89 Hourly Flow Rate, HFR 56 35 0 0 66 258 Percent Heavy Vehicles 2 2 0 0 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT TR LT v (vph) 31 324 91 C (m) (vph) 1623 778 475 v/c 0.02 0.42 0.19 95% queue length 0.06 2.07 0.70 Control Delay 7.3 12.9 14.4 LOS A B B pproach Delay -- -- 12.9 14.4 pproach LOS -- -- B B Copyright C 2005 University of Florida, Ali Rights Reserved HCS+TM Version 5 1 Generated: 3/1312006 12:37 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPE/TAP Intersection S. Miami Ave & SE/SW 10 Si j Agency/Co. Jurisdiction Date Performed 9/2/2005 Analysis Year _ 2009 Without Site Analysis Time Period PM Peak Project Description Brickell Flat Iron East/West Street: SE/SW 10th Street North/South Street: South Miami 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 141 745 19 Peak -Hour Factor, PHF 0.85 0.85 0.85 1.00 1.00 1.00 Hourly Flow Rate, HFR 165 876 22 0 0 0 Percent Heavy Vehicles 2 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 0 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume 276 48 61 389 Peak -Hour Factor, PHF 0.71 0.71 1,00 1.00 0.89 0.89 Hourly Flow Rate, HFR 388 67 0 0 68 437 Percent Heavy Vehicles 2 _ 2 0 0 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT TR LT v (vph) 165 505 455 C (m) (vph) 1623 623 166 v/c 0.10 0.81 2.74 95% queue length 0.34 V. 8.24 40.35 Control Delay 7.5 30.8 842.9 LOS A D F Approach Delay -- - 30.8 842.9 Approach LOS -- -- C F Copyright © 2005 university of F orida, Ail Rights Reserved HCS+TM Version 5.1 Generated: 3/1312CJ8 10:48 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPE/7AP Intersection S. Miami Ave & SE/SW 10 St_ Jurisdiction — Agency/Co. Analysis Year 2009 With Site Date Performed 9/2/2005 Analysis Time Period PM Peak Project Description Brickell Flat Iron last/West Street: SE/SW 10th Street North/South Street: South Miami Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes arid Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 274 824 126 Peak -Hour Factor, PHF 0.85 0.85 0.85 1,00 1.00 1.00 Hourly Flow Rate, HFR 322 969 148 0 0 0 Percent Heavy Vehicles 2 -- -- 0 -- -- Median Type Undivided RT Channelized _ 0 0 Lanes 0 2 0 0 0 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume 276 96 61 389 Peak -Hour Factor, PHF 0.71 0.71 1.00 1.00 0.89 0.89 Hourly Flow Rate, HFR 388 135 0 0 68 437 Percent Heavy Vehicles 2 2 0 0 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Delay, Queue Length, and Level of Service • pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT TR LT v (vph) 322 505 523 C (m) (vph) 1623 547 100 vlc 0.20 0.92 5.23 95% queue length 0.74 11.38 56.36 Control Delay 7.8 49.4 1988 LOS A _ E F • pproach Delay _. _ 49.4 1988 k pproach LOS .., -- E Copyright 0 2005 University of Florida, All Rights Reserved 4110 HCS+Tm Version 5.1 Generated: 3/13/2005 10:49 AM TWO-WAY STOP CONTROL SUMMARY General Uiformation Site Information Analyst RPE/TAP intersection S. Miami Ave & SW -SE 11 St Jurisdiction Agency/Co. Analysis Year 2005 Peak Season Date Performed 9/2/2005 Analysis Time Period PM Peak Project Description Brickell Flat Iron EastfWest Street: SE/SW llth Street North/South Street: South Miami 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 18 379 Peak -Hour Factor, PHF 0.87 0.87 1,00 1.00 1.00 1.00 Hourly Flow Rate, HFR 20 435 0 _ 0 0 0 Percent Heavy Vehicles 0 _ -- 0 -- _ Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 0 0 Configuration LT T Upstream Signal 0 0 Minor Street Eastbound Westbound Movement - . 7 8 9 10 11 12 _ L T R L T R oiume 12 53 Peak -Hour Factor, PHF 1.00 1.00 1.00 _ 1.00 0.75 0.75 Hourly Flow Rate, HFR 0 0 0 0 16 70 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration TR Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT .... TR — v (vph) 20 , — 86 C (m) (vph) 1636 813 vfc 0.01 0.11 95% queue length 0.04 0.35 Control Delay 7.2 — 10.0 LOS A A pproach Delay -- -- 10.0 A pproach LOS -- -- A Copyright 0 2005 University of Florida, All Rights Reserved HCS-1-Tm Version 5.1 Generated: 3/13/2006 10:58 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPE/TAP 1 Agency/Co. date Performed __9/2/2005 Analysis Time Period PM Peak' Intersection S. Miami Ave & SW -SE 11 th St Jurisdiction _ Analysis Year 2009 Without Site Project Description Brickeil Flat Iron East/West Street: SE/SW 1lth Street Intersection Orientation: North -South Tort/South Street: South Miami Avenue Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement 1 Northbound 2 3 4 Southbound 5 6 T Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal 149 0.87 171 0 0 LT 848 0.87 974 2 T 0 1.00 0 0 0 Undivided 1.00 0 0 0 1.00 0 0 0 1.00 0 0 0 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 Configuration 1.00 0 0 0 1.00 0 0 0 0 0 1.00 0 0 0 0 1.00 0 0 0 76 0.75 101 0 0 N 0 1 55 0.75 73 0 0 0 TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT TR v (vph) C (m) (vph) 171 1636 174 337 yid 0.10 0.52 95% queue length Control Delay 0.35 7.5 2.81 26.5 LOS A Approach Delay Approach LOS 26.5 ilfropyright © 2005 University of Florida, AI Rights Reserved HHCS+"M Version 51 Generated: 3/13/2006 10:54 AM 4 TWO-WAY STOP CONTROL SUMMARY General Information Site information Intersection S. Miami Ave & SW -SE Ilth St Analyst RPETTAP Agency/Cc. Jurisdiction Date Performed 9/2/2005 Analysis Year 2009 With Site c‘nalysis Time Period PM Peak Project Description Brickell Flat Iron East/West Street: SE/SW 11 th Street North/South Street: South Miami 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 plume 149 848 Peak -Hour Factor, PHF 0.87 0.87 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 171 974 0 0 0 0 - Percent Heavy Vehicles 0 -- -- 0 _ -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 0 0 Configuration LT T Upstream Signal - 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R o ume - 76 55 Peak -Hour Factor PHF - 1.00 7.00 1.00 1.00 0.75 0.75 Hourly Flow Rate, HFR 0 0 0 0 101 73 .... Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration TR Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 , 4 7 8 9 10 11 12 Lane Configuration LT _ TR v (vph) 171 174 C (m) (vph) 1636 337 vlc 0.10 0.52 95% queue length 0.35 2.81 Control Delay 7.5 26.5 LOS A D 4pproach Delay „ -- 26.5 pproach LOS -- — D *Copyright C, 2005 University of Florida, All Rignts Reserved HCSI:rm Version 5.1 Generated: 3/13/2006 11:20 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection S. Miami Ave & SW 12th Analyst RPEITAP 'Agency/Co.Street 'Jurisdiction Date Performed 9/2J2005 Analysis Year 2005 Peak Season Analysis Time Period PM Peak Project Description Brickell Flat Iron East/West Street: SW 12th Street North/South Street: South Miami Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 27 296 33 Peak -Hour Factor, PHF 0.95 0.95 0.95 1.00 1,00 1.00 Hourly Flow Rate, HFR 28 311 34 0 0 0 Percent Heavy Vehicles 1 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 0 0 Configuration LT R _ Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume 41 17 211 5 33 Peak -Hour Factor, PHF 0.64 1.00 0.64 0.79 0.79 0.79 Hourly Flow Rate, HFR 64 0 26 267 6 41 Percent Heavy Vehicles 1 0 1 1 1 1 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 1 1 Configuration LR L T R Delay, Queue Length, and Level of Service • pproach Northbound Southbound Westbound Eastbound Movement 1 4 v 7 8 9 10 11 12 Lane Configuration LT L T R LR v (vph) 28 267 6 41 90 C (m) (vph) 1630 625 642 811 673 vfc 0.02 0.43 0.01 0.05 0.13 95% queue length 0.05 2.14 0.03 0.16 0.46 Control Delay 7.2 15.0 10.7 9.7 11.2 LOS A B B A B pproach Delay -- -- 14.2 11.2 i pproach LOS -- -- B B IIICopyright © 2005 University of Florida, Art Rights Reserved HCS+Try Version 5.1 Generated: 3/1312006 11:00 AM TWO-WAY STOP CONTROL SUMMARY General information Site Information Intersection S. Miami Ave & SW 12th Street Analyst RPE/TAP AgencyfCo. Jurisdiction Date Performed 9/2/2005 Analysis Year .2009 Without Site Analysis Time Period PM Peak - Project Description 8rickell Flat Iron East/West Street: SW 12th Street North/South Street: South Miami Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T J R olume 57 620 39 Peak -Hour Factor, PHF 0.95 0.95 0.95 1.00 1.00 1.00 Hourly Flow Rate, HFR 60 652 41 0 0 0 Percent Heavy Vehicles 1 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 M 1 _ 0 0 0 Configuration LT R Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R alume 109 18 220 8 34 Peak -Hour Factor, PHF 0,64 1.00 _ 0.64 0.79 0.79 0.79 Hourly Flow Rate, HFR 170 0 28 278 10 43 Percent Heavy Vehicles 1 0 1 1 1 1 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 1 1 Configuration LR L T R Delay, Queue Length, and Level of Service • pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L T R LR v (vph) 60 278 10 43 198 C (m) (vph) 1630 367 430 584 365 vlc 0.04 0.76 0.02 0.07 0.54 95% queue length 0.11 6.06 0.07 0.24 3.10 Control Delay 7.3 39.7 13.6 11.7 26.0 LOS A E B B • pproach Delay - -- 35.3 26.0 • pproach LOS -- -- E D ()Copyright © 2005 University of Florida, All Rights Reserved HCC4TM Version 5.1 Generated: 3/13/2005 11:02 AM TWO-WAY STOP CONTROL SUMMARY Genera Information Site Information Intersection S. Miami Ave & SW 12th Street Analyst RPE/TAP Agency/Co. • Jurisdiction Date Performed 9/2/2005 Analysis Year T 2009 With Site Analysis Time Period PM Peak Project Description Brickell Fiat Iron East/West Street: SW 12th Street North/South Street: South Miami Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 57 620 143 Peak -Hour Factor, PHF 0.95 0.95 0.95 1.00 y 1.00 1.00 Hourly Flow Rate, HFR 60 652 150 0 0 0 Percent Heavy Vehicles 1 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 0 0 Configuration LT R Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R plume 109 18 220 8 50 Peak -Hour Factor, PHF 0.64 1.00 0.64 0.79 0.79 0.79 Hourly Flow Rate, HFR 170 0 28 278 10 63 Percent Heavy Vehicles 1 0 1 1 1 1 , Percent Grade (%) 0 0 Flared Approach N N M Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 w 1 1 Configuration LR L T R Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L T R LR v (vph) 60 278 10 y 63 198 C (m) (vph) 1630 367 430 584 327 vlc 0.04 0.76 0.02 0.11 0.61 95% queue length 0.11 6.06 0.07 0.36 3.74 Control Delay 7.3 39.7 13.6 11.9 31.5 LOS A E B B 0 Approach Delay -- -- 34.0 31.5 Approach LOS -- -- D 0 •oPYrht ® 2005 University of Florida, All R gh s Reserved HAS+T Version 5.1 Generated: 3/13/2006 1 1:04 AM SHORT REPORT General Information Site Information Analyst RPE/TAP Agency or Co. Date Performed 9/1/2005 Time Period PM Peak i Miami Avenue & Coral intersection S. Way Area Type All other areas Jurisdiction Analysis Year 2005 Peak Season Volumeand Timing input 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 Lane Group LTR LTR LTR LT R Volume (vph) 112 462 30 22 977 149 112 161 28 24 120 186 % Heavy veil 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 (P/A) P P P P P P A A A A A P ,.Actuated 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 12 0 0 78 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NON,NONNONN0 N Parking/hr . Bus stops/hr 0 0 0 0 0 k Unit Extension 3.0 3.0 3.0 3.0 3.0 r Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G = 33.0 G= G= = G= 17.0 G= G = G = Y = 5 Y = Y = .G Y = Y = 5 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 638 1250 332 197 148 Lane group cap. 1139 1800 - 768 475 458 v/c ratio 0,56 0.69 0.43 0.41 0.32 Green ratio 0.55 0.55 0.28 0.28 0.28 Unit delay di 8.8 9.8 17.6 17.5 17.0 Delay factor k 0.50 0.50 0.11 0.11 0.50 Increm. delay d2 2.0 2.2 0.4 0.6 1.9 PF factor 1.000 1.000 1.000 , 1.000 1.000 Control delay 10,8 12.1 18.0 18,0 18.8 Lane group LOS B ... B B I B 8 Apprch. delay 10.8 12.1 18.0 18.4 Approach LOS 8 Intersec. delay 13.4 Intersection LOS Copyright © 2005 University of Florida, Al Rights Reserved HCS+Tm Version 5.1 Generated; 3/13/2006 11:06 AM SHORT REPORT General information Site information Analyst RPE/TAP Agency or Cc. Date Performed 9/1/2005 Time Period PM Peak Miami Avenue & Coral Intersection S. Way Area Type Ali other areas Jurisdiction Analysis Year 2009 Without Site Volume and Timing Input , 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 DefL - TR LTR , LTF? LT Volume (vph) 390 601 43 27 1089 181 121 238 33 25 125 197 % 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 (P/A) P P P P P 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/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 N ONNONNONN 0 N Parking/hr Bus stops/hr 0 0 - 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G = 33.0 G= G= ' G = G= 17.0 G = G = G= Y = 5 Y = Y = Y = Y = 5 Duration of Analysis (hrs1= 0.25 Cycle Length C = 60.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 415 680 1414 437 205 163 Lane group cap. 127 1016 1789 781 464 458 vic ratio 3.27 0.67 0.79 0.56 0.44 0.36 Green ratio 0.55 0.55 0.55 0.28 0.28 0.28 Unif. delay cli 13.5 9.6 10.7 18.3 17.6 17.1 Delay factor k 0.50 0.50 0.50 0.16 0.11 0.50 increm. delay d2 1041 3.5 3.7 0.9 0,7 _ 2.2 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 1054 13.1 14.4 19.2 18.3 19.3 Lane group LOS F B . B 8 ... B B Apprch. delay 407.6 14.4 19.2 18.7 Approach LOS F 8 8 B Intersec. delay 145.4 Intersection LOS F Copyright 0 2005 University of Florida, Al Rights Reserved HCS+TM Version 5.1 Generated: ari :3/2006 11:05 AM • 0 SHORT REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period RPE/TAP 9/1/2005 PM Peak Intersection S. Miami Avenue & Coral Way Area Type All other areas Jurisdiction Analysis Year 2009 With Site Volume and Timing Input 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 DefL TR LTR LTR LT R Volume (vph) 463 6/9 43 27 1089 194 121 256 33 25 130 208 % Heavy veil 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 0.67 0.73 0.73 0.73 Actuated (PA) P P P P P 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/Bike/RTOR Volume 0 0 4 0 0 11 0 - 0 12 0 0 78 Lane VVidth 12.0 - 12.0 12.0 12.0 12,0 12.0 Parking/Grade/Parking NONNONNONN 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 33.0 G= G = G = G = 17.0 G = G = G = Y = 5 Y = Y = Y = Y = 5 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 493 700 1428 457 212 178 Lane group cap. 127 4 1017 1786 779 . 464 458 vlc ratio 3.88 0.69 . 0.80 0.59 0.46 0.39 Green ratio 0.55 0.55 0.55 0.28 0.28 0.28 Unit delay d1 13.5 9.8 10.8 18.5 17.7 /7.3 Delay factor k 0.50 0.50 .. 0.50 0.18 0.11 0.50 ncrern. delay d2 1316 3.8 3.9 1.2 0.7 2.5 PF factor 1.000 1.000 1.000 1.000 1.000 /.000 Control delay 1329 13.6 14.7 19.6 18.4 19.8 Lane group LOS F B B B B Apprch. delay 557.2 14.7 19.6 19.0 Approach LOS F B 8 B Intersec. delay 202.5 Intersection LOS F Copyright 20 5 University of Florida, Ali Rights Reserved HCS+TM Version 5,1 Generated: 3/13/2006 11:10 AM SHORT REPORT Generanformation Site Information Analyst RPE/TAP Agency or Co. Date Performed 9/1/2005 Time Period PM Peak S. Miami Avenue & Coral Interseotion Way Area Type Al) other areas Jurisdiction Analysis Year 2009 With Site & New Timing Volume and Timing Input 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 Lane Group DefL TR LTR LTR LT R Volume (vph) 463 619 43 27 1089 194 121 256 33 25 130 208 % Heavy veh 0 2 0 0 2 0 0 2 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 (P/A) P P P P P 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/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 ‘. NONNONNONN 0 N Parkingihr Bus stops/1r 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 , 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G = 40,1 G= G = G = G= 9.9 G= G = G = Y = 5 Y = Y = Y = Y = 5 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 493 700 . 1428 - 457 1212 178 Lane group cap. 183 1236 2172 432 202 266 vie ratio 2.69 0.57 0.66 1.06 1.05 0.67 Green ratio 0.67 0.67 0.67 0.17 0.17 0.17 Unit delay d1 10.0 5.3 , 5.9 25.0 25.0 23.5 Delay factor k 0.50 0.50 0,50 0.50 0.50 0.50 Increm. delay d2 777.6 1.9 1.6 59.4 77.0 12.6 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 787.6 7.2 7.5 84.5 102.0 36.1 Lane group LOS F A A F F 0 Apprch. delay 329.7 7.5 84.5 71.9 Approach LOS F A F E Intersec. delay 135.7 intersection LOS F Copyright © 2005 University of Florida, An Rights Reserved HCS+TM Version 5.1 Generated: 3/13/2006 11:19AM • 0Copyright © 2005 University of Fiorida, At Rights Reserved ALL -WAY STOP CONTROL ANALYSIS Genera inforrrtation Site Information Analyst RPE/TAp Intersection SE lstAvenue & SE 10th Street Agency/Co. Jurisdiction Date Performed 9/212005 Analysis Year �. 2005 Peak Season Analysis Time Period PM Peak I -- Project ID 6rtckeit slat Iron East/West Street: SE 10th Street IUorth1South Street: SE 1st Avenue Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L R Volume 2 23 17 99 267 22 %Thrus Left Lane 50 50 Approach Northbound Southbound Movement L T R L T R Volume 10 33 15 29 159 11 %Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound LI L2 Li L2 L1 1.2 LI L2 Configuration .� LTR LTR LTR LTR PHF 0.81 0.83 0.79 • 0.92 Flow Rate 50 466 71 214 (/a Heavy Vehicles 1 1 1 1 No, Lanes 1 1 1 _ 1 Geometry Group 1 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-edj 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 5.14 5.14 5.14 5.14 Departure Headway and Service Time hd, initial value 3.20 3.20 3.20 3.20 , initial 0.04 0,41 0.06 0.19 hd, final value 5.14 5.14 5.14 5.14 x, fnal value T 0.07 0.62 0.11 0.32 Move -up time, rn 2.0 2.0 2.0 2.0 Service Time 3.1 3.1 I 3.1 j 3.1 1 Capacity and Level of Service Eastbound Westbound Northbound Southbcund r Li L2 L1 L2 L1 L2 L1 L2 Capacity 300 716 321 464 Delay 8.54 15.42 9.15 10.84 LOS A C A B Approach: Delay 8.54 15.42 9.15 10.84 LOS A C A B Intersection Delay 13.21 intersection LOS 8 HCS fTM Version 5.1 Generated: 3/13/2006 11:26 AM ALL -WAY STOP CONTROL ANALYSIS General information Site Information Analyst frPE/TAP intersection SE 1stAvenue & SE 10th Street Jurisdiction Agency/Co Analysis Year 12009 Without Site Date Performed 9/2/20005 Analysis Time Period PM Peak ,Project ID Bricked Net Iron J East/West Street: SE 10th Street North/South Street: SE let Avenue Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume 4 24 40 108 428 23 %Thrus Left Lane 50 50 Approach Northbound Southbound Movement L T R L T R Volume 10 50 16 30 165 11 %Thrus Left Lane 50 550 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.81 0.83 0.79 v 0.92 Flow Rate 82 672 95 222 r % Heavy Vehicles 1 1 1 1 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop, Left -Turns 0.0 0.2 0.1 0.1 Prop. Right -Turns 0.6 0.0 0.2 0.0 Prop, Heavy Vehicle hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 W 0.2 0.2 nRT-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 - 5.66 5.66 5.66 5.66 Departure Headway and Service Time rhdinitial value 3.20 3.20 3,20 3.20 x, initial 0.07 0.60 0.08 0.20 hd, final value 5.66 5.66 5.66 5.66 x, final value 0.13 0.95 0.17 0.38 Move -up time, m 2.0 2.0 2.0 2.0 Service Time 3.7 f 3.7 1 3.7 1 3.7 I Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 r L2 L1 L2 L1 L2 L1 L2 Capacity 332 704 345 472 Delay 9.50 45.16 10.65 12.90 LOS A E 8 B Approach: Delay 9.50 45.16 10.65 12.90 LOS A E B 8 ntersection Delay 32.68 1 ntersection LOS 0 Copyright © 2005 University of Florida, Ali Rights Reserved HCS+TM Version 5.1 Generated: 3/13/2005 11:29 AM ALL -WAY STOP CONTROL ANALYSIS General information Site Information Intersection SE 1st Avenue & SE 10th Street Analyst RPEl7AP ' Jurisdiction Agency/Co. Analysis Year 2009 With Site (Date Performed 9/2/2005 (,na}ysis Time Period PM Peak fPrcject ID Brickeli Fiat i o:? East/Wes t Street: SE 10th Street INorth/South Street: SE 1st Avenue Volume Adjustments and Site Characteristics - ' p©roach Eastbound Westbound tvlovernent L T R L R Voiume 14 105 _ 104 121 428 23 %Thrus Left Lane 50 50 Approach Northbound Southbound Movement L T R L T R olurne 10 88 16 30 173 11 %Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound Ll M L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.81 0.83 w 0.79 0.92 Flow Rate 274 687 143 J 231 Heavy Vehicles 1 _ 1 1 1 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Lett -Turns 0.1 T 0.2 0.1 0.1 Prop. Right -Turns 0.5 0.0 0.1 0.0 �rcp, Heavy Vehicle hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 nRT-ad: -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 nHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 6.28 6.28 6.28 6.28 Departure Headway and Service Time hd, initial value 3.20 3.20 3.20 3.20 x, initial 0.24 0.61 0.13 0.21 hd, final value 6.28 6.28 6.28 6.28 , final value 0.48 1.13 0.29 0.45 Move -up time, m 2.0 2.0 2.0 2.0 Service Time 4.3 I 4.3 1 4.3 1 4.3 1 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity 524 687 w 393 481 Delay 14.89 98.72 13.22 15,68 LOS B F B C Approach: Delay 14.89 98.72 13.22 15.68 Los 8 F B C intersection Deiay 57.99 intersection LOS F lacpyright © 2005 University of Florida, All Rights Reserved HCS+rM Version 5,1 Generated: 3/13/2006 11:31 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information • *Copyright © 2005 University of Florida, Ail Rights Reserved Analyst RPE/TAP Agency/Co. Date Performed 9/8/2005 Analysis Time Period PM Peak Project Description Bricke1 Flat Iron Intersection SE 1st Avenue & SE 10th Street Jurisdiction Analysis Year 2009 With Site East/West Street: SE 10th Street North/South Street: SE 1st Avenue Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Movement olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized anes Configuration Upstream Signal Minor Street Movement olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 1 L 14 a 81 17 0 0 LTR 7 L 10 a 79 12 0 Eastbound 2 T 105 0.81 129 0 Northbound 8 T 88 0.79 111 0 0 0 Study Period (hrs): 0.25 3 R 104 0.81 128 0 0 9 16 0.79 20 0 Undivided 4 121 0.83 145 0 0 LTR 10 L 30 0.92 32 0 Westbound 5 T 428 0.83 515 0 Southbound 11 T 173 0.92 188 0 0 0 6 23 0,83 27 0 0 12 R 11 0.92 11 0 0 alm 0 LTR 0 0 1 LTR 0 Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement Lane Configuration v (vph) C (m) (vph) 1 4 7 8 9 10 11 12 LTR LTR LTR LTR 17 1037 145 1320 143 325 231 303 v/c 95% queue length Control Delay LOS pproach Delay pproach LOS 0.02 0.11 0.44 0.76 0.05 0.37 2.15 5.84 8.5 A 8.1 A 24.5 C 46.7 E 24.5 46.7 C E HCS$.TM Version 5.1 Generated: 311 a/2005 12:a2 PM TWO-WAY STOP CONTROL SUMMARY General lnforr°nation Site Information Analyst TREP/TAP Intersection SE 1st Avenue & SE llth ADency/Co. Street Jurisdiction Date Performed 9/8/2005 Analysis Year 2005 Season Analysis Time Period PM Peak Peak Project Description Br/ckell Flat Iron East/West Street: SE llth Street 'North/South Street: SE 1st 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 45 82 231 29 Peak -Hour Factor, PHF 0.74 0.74 1.00 1.00 0.93 0.93 Hourly Flow Rate, HFR 60 110 0 0 248 31 Percent Heavy Vehicles 0 -- -- 0 - -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R plume 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 (%) 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 Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT - v (vph) 60 C (m) (vph) 1295 v/c 0.05 95% queue length 0.15 Control Delay 7.9 LOS A Approach Delay -- -- Approach LOS -- -- opyright © 2005 University of Florida, All Rights Reserved HCS.TM Version 5.1 Generated: 3/13/2006 11:34 AM TWO-WAY STOP CONTROL SUMMARY General Infor;rnation Site Information Intersection SE 1st Avenue & SE 'r 1th Street Analyst RPE/TAP Agency/Co. — Jurisdiction bate Performed 9/8/2005 Analysis Year 2009 Without Site Analysis Time Period PM Peak Project Description Brickeil Flat Iron East/West Street: SE llth Street North/South Street: SE 1st 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 47 85 240 94 Peak -Hour Factor, PHF 0.74 0.74 1.00 1.00 0.93 0.93 Hourly Flow Rate, HFR 63 114 0 0 258 101 F Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR' Upstream Signal _ 0 _ 0 Minor Street Eastbound Westbound Movement 7 r 8 9 10 11 12 L T R L T R plume 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 (%) 0 0 Flared Approach N N Storage 0 0 RT Channeiized 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) 63 C (m) (vph) 1211 vic 0.05 95% queue length 0.16 W Control Delay 8.1 LOS _ A pproach Delay -. -- pproach LOS -- - Copyright © 2005 University of Florida, All Rights Reserved le HCS+TM Version 5.1 Generated: 3/13/2006 11:35 AM • Copyright CO 2005 University of Florida, Al! Rights Reserved TWO-WAY STOP CONTROL SUMMARY General Information Site Information intersection SE 1 St Avenue & SE 11 tia Street Analyst RPEfTAP Agency/Co. Jurisdiction Date Performed 9/8/2005 Year 2009 With Site AnalysisAnalysis Time Period PM Peak Project Description Briekell Flat Iron EastlWest Street: SE 11 th Street North/South Street: SE 1st Avenue Intersection Orientation: North -south Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L 7 R L T R olume 47 189 256 94 Peak -Hour Factor, PHF 0.74 0.74 1,00 1.00 0.93 0.93 Hourly Flow Rate, HFR 63 255 0 0 275 101 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 '1 0 Configuration LT TR Upstream Signal 0 0 , Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L 7 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 (%) _ 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 A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (vph) 63 C (m) (vph) 1194 vlc 0.05 95% queue length _ 0.17 Control Delay 8.2 LOS A pproach Delay -- -- A pproach LOS -_ -- HCS+TM Version 5.1 Generated: 3/13/2006 11:36 AM TWO-WAY STOP CONTROL SUMMARY Genera nformatiori Site Information Analyst RPE/TAP Intersection SE lst Avenue & Site Drive Agency/Co. Jurisdiction Analysis Year 2009 With Site Date Performed 9/8/2005 lAnalysis Time Period PM Peak Project Description Brickell Flat Iron East/West Street: Site Drive JNorth/South Street: SE 1 st 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 plume 207 96 314 69 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 230 106 0 0 348 76 — Percent Heavy Vehicles . 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 • 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 , , 8 9 10 11 ... 12 L T R L T R olume Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 0 _ 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage ,. 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v (vph) 230 , C (m) (vph) 1146 \tic 0.20 . 95% queue length 0.75 Control Delay 8.9 LOS - A . . •pproach Delay -- _ • pproach LOS -- _ Copyright fD 2005 University of Florida, Ail Rights Reserved • HCSA-Tm Version 5.1 Generated: 3/13/2006 12i07 PM TWO-WAY STOP CONTROL SUMMARY General Infor on Site Information Analyst F?PEITAP Agency/Co. Date Performed 3/13/2005 Analysis Time Period PM Peak Intersection S. Miami Ave & Site Drive Jurisdiction Analysis Year 2009 With Site Project Description Brickell Flat Iron East/West Street: Site Drive North/South Street: South Miami Avenue intersection Orien ton: North -South Vehicle Volumes and Adjustments Major Street Northbound Study Period (hrs): 0.25 Southbound Movement 2 3 4 5 6 L T Volume Peak -Hour Factor, PHF 1,00 848 0.80 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 1059 0 0 0 0 Percent Heavy Vehicles Median Type 0 Undivided RT Channelized 0 0 Lanes 0 2 0 0 0 Configuration Upstream Signal Minor Street Movement 7 0 Eastbound 8 9 10 0 Westbound 11 12 L R olume 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 1 00 0 0 0 0 0 1,00 0 0 0 0 1.00 0 0 0 1.00 0 0 0 0 0 319 0.80 398 0 0 1 Delay, Queue Length, and Level of Service pproach Movement Lane Configuration v (vph) C(m) (vph) v c Northbound Southbound Westbound Eastbound 1 4 7 8 9 10 11 12 R 398 6/3 0.65 95% queue length 4.72 Control Delay LOS pproach Delay pproach LOS 21.1 21.1 Copyright © 2005 University of Florida, Al Rights Reserved • HCS+TM Verson 5,1 Generated: 3/13/2005 11:53 AM 256 CORAL uiAY & MI1 AVE TINTING FOR DAY # 4 (SECTION 211) PAGE 4 '1ME PT OFF EVV F Y R NSW F G v R S Y M CYC 'IN: 19 10 10 1 0 20 36 22 10 4 1 7 10 1 1 6 60NITE 6/0 600 4 36 23 9 4 1 7 10 1 4 1 600FF PEAK 700 6 10 23 9 4 1 1 10 1 4 1 6 0AM PEAK 8'0 1 10 23 9 4 1 . 10 1 4 1 13 60AM PEAK, 5 36 23 9 4 7 10 1 4 1 60OHF PEAK 2 36 23 9 4 _ 7 10 _ 4 1 13 60AFT SCH _430 5 36 23 9 4 1 7 10 1 4 1 600FF PEAK 600 7 36 23 10 4 1 7 9 1 4 1 60PM PEAK B00 4 3 '2s 9 4 1 'r 10 i Z 1 60O�F PEAK 330 20 36 22 10 4 1 7 10 1 4 1 6 60NITE 6/0 :LATER NEXT PAGE ## (1 DIGIT)) DAY if (2 DIGIT, 99=HELP) OR ASSET #6 (4 DIGIT) • • APPENDIX D ITE TRIP GENERATION • • Summary of Trip Generation Calculation F r y '. - Dwelling Units of High -Rise Residential Condo Townhous March 14, 2006 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak. Hour Total 4-6 P: Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total AM Pk Hr, Generator, Enter AM Pk Hr, Generator, Exit AM Pk Hr, Generator, Total PM Pk Hr, Generator, Enter PM Pk H_- Generator, Exit PM Pk Hr, Generator, Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total_ Sunday 2-Way Volume Sunday Peak Hour Enter Sunday Peak Hour Exit Sunday Peak Hour Total 4.17 0.00 1.00 2312 0.06 0.00 1.20 36 0.28 0.00 1.00 154 0.34 0.00 1.00 190 0.23 0.00 1.00 126 0.14 0.00 1.00 77 .s 0.37 0.00 1.00 2,9 2d 0.06 0.00 1.00 33 0.29 0.00 1_"0 159 0.35 0.00 1.00 192 0.27 0.00 1.00 147 0.12 0.00 1.00 69 0.39 0.00 1.00 216 4.30 0.00 1.00 2381 0.15 0.00 1.00 94 0.28 0.00 1.00 111 0.35 0.00 1.00 195 3.43 0.00 1.00 19000 0.16 0.00 1.00 90 0.14 0.00 1.00 77 0.30 0.00 1.00 165 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: T = 3.77(X) + 223.66, R"2 = 1 7-9 AM Peak Hr. Total: T = .29(X) + 28.86 R^2 = 0.98 , 0.19 Enter, 0.81 Exit 9-6 PM "Peak Hr. Total: T - .34(H) + 15.47 R"2 = 0.99 , 0.62 Enter, 0.38 Exit AM Gen Pk Hr. Total: T _ .3(X) + 25.33 R"2 = 0.95 , 0.17 Enter, 0.83 Exit PM Gen Pk Hr. Total: LN(T) = .84LN(X) + .07 R"2 = 0.99 , 0.68 Enter, 0.32 Exit Sat. 2-Way Volume: _ = 3.99(X) + 197.65, R^2 - 1 Sat. Pk Hr. Total: T - .3(X) T 28.85 R^2 = _ 0.43 Enter, 0.57 Exit Sun. 2-Way Volume: T = 3.11(X) + 176.97, R^2 = 1 Sun. Pk Hr. Total: T = .27(X) + 16.84 R"2 = 1 , 0.54 Enter, 0.46 Exit Source: Institute Of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY [s1CROTRF.NS • Summary of Trip Generation Calculation For 258.912 Th.Gr.Sg.Ft. of General Office Building February 27, 2006 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Hour Total 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total AM Pk Hr, Generator, Enter AM Pk Hr, Generator, Exit AM Pk Hr, Generator, Total 656 Bk Hr, Generator, Enter PM Pk Hr, Generator, Exit PM Pk Hr, Generator, Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total Sunday 2-Way Volume Sunday Peak Hour Enter Sunday Peak Hour Exit Sunday Peak Hour Total 10.72 0.00 1.00 2775 1.36 0.00 1.00 353 0.19 0.00 1.00 48 1.55 0.00 1.00 401 0.24 0.00 1.00 63 1.18 0.00 1.00 306 1.42 0.00 1.00 369 1.36 0.00 1.00 353 0.19 0.00 1.00 48 1.55 0.00 1.00 401 0.24 0.00 1.00 63 1.18 0.00 1.00 306 1.42 0.00 1.00 369 2.21 0.00 1.00 573 C.17 0.00 1.00 43 0.14 0.00 1.00 37 0.31 0.00 1.00 80 0.63 0.00 1.00 162 0.05 0.00 1.00 14 0.04 0.00 1.00 10 0.09 0.00 1.00 24 Note: A zero indicates no data available. 00 The above rates were calculated from these equations: 24-Hr. 2-Way Volume: LN(T) = .77LN(X) + 3.65, R"2 = 0.8 7-9 AM Peak Hr. Total: LN(T) = .8LN(X) + 1.55 122 = 0.83 , 0.88 Enter, 0.12 Exit 4-6 PM Peak Hr. Total: T = 1.12(X) + 78.81 R-2 = 0.82 , 0.17 Enter, 0.63 Exit AM Gen Pk Hr. Total: LN(T) .0LN(X) + 1.55 R'2 = 0.83 , 0.88 Enter, 0.12 Exit PM Ger. Pk Hr. Total, T = 1.12(X) + 78.81 R"2 = 0.82 , 0.17 Enter, 0.83 Exit Sat. 2-Way Volume: T = 2.14(X) + 18.47, R'2 - 0.66 Sat. Pk Hr. Total: LN(T) = .81LN(X) + -.12 P'2 = 0,59 , 0.54 Enter, 0,46 Exit Sur. 2-Way Volume: LN(T) = .801,N(X) r .31, R"2 = 0.5 Sun. Pk Hr, Total: LN(T) = ,611,N(X) + -.23 P^2 = 0.56 , 0.58 Enter, 0.42 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • Summary of Trip Generation Calculation For 47.714 T.G.L.A. of Specialty Retail Center February 27, 2006 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 2115 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hu i Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 1.00 57 4-6 PM Peak Hour Exit 1.52 0.00 1.00 73 4-6 PM Peak Hour Total 2.71 1.83 1.00 129 AM Pk Ho, Generator, Enter 3.28 0.00 1.00 157 AM Pk Ho, Generator, Exit 3.56 0.00 1.00 170 AM Pk Ho, Generator, Total 6.84 3.55 1.00 326 PM Pk Ho, Generator, Enter 2.81 0.00 1.00 134 PM Pk Ho, Generator, Exit 2.21 0.00 1.00 105 PM Pk Hr, Generator, Total 5.02 2.31 1.00 240 Saturday 2-Way Volume 42.04 13.97 1.00 2006 Saturday Peak Hour Enter 0.00 0.00 1.30 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 975 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: R zero indicates no data available. 0 Source: Institute of Transportaticn Engineers Trip Generation, ith Edition, 2003. TRIP GENERATION EY MICROTRANS • 17-Sep-200 TABLE 21.88 DOWNTOWN MIAMI DRI UPDATE• INCREMENT11 PM PEAK HOUR TRIP GENERATION ANALYSIS BRICKELL AREA -- I USES UNITS 175 I LAND 1 USE CODE rrvi ITE 6TH EDITION TRIP GENERATION RATE OR FORMULA j11 rcrA nv,..n I r., IN OUT II TOTAL II % % TRIPS % i TRIPS TRIPS OFFICE ATTRACTIONS- MOVIE THEATER ATTRAGTIONS- BALLPARK (5) INSTITUTIONAL CONVENTION INDUSTRIAL RESIDENTIAL RETAIL HOTEL 525,000 SC,FT. 1 ( 5-0005EAT5 0 SEATS 0 SO. F.. 0 SOFT. 0 SOFT. 3,375 D.U. 375,000 SOFT. 600 ROOMS I 710 T= 1.121 (X)` 79.295 444 T=0.14(X) 444 T=0.02 (XJ 540 T = 1,66 (X) 710 T-1,121 (X) ... 79.295 110 T = 1.433 (X) • 163.421 232 = 0.342 (X),. 5,466 . 820 Lo(T) c 0.660 L0(X) + 3.402 , 310 LO(T) = 1.212 Ln(X) - 1,753 17% 53% 85% 46 % 17% 12% 62% 48% 53% 114 I 371 0 0 I 0 1 0 I 0 I 725 721 211 83% 1 479', 15% 54% ! 83% . 68% 1 38% 1 52% 1 47% 554 329 0 0 0 0 445 781 168 668�, 700 1 0I. 1 OI 0I 0111 1,17011 1,5021 39a I I VEHICLE TRIPS 48% 2,142 52% 2,297 4,439f,_ GROSS VEHICLE OCCUPANCY ADJUSTMENT C4 16.0 % OF GROSS EXTERNAL TRIPS (2] 46% 343 52% 1 367 710�1 I.. TRANSIT TRIP REDUCTION ® 14,1 % OF GROSS EXTERNAL TRIPS (3] 48% 302 52% � 324 526 II PEDESTRIANIBICYCLE TRIP REDUCTION15.0% OF GROSS EXTERNAL TRIPS (4] 48% 321 52% 345 il 6661, _0 V4 VEHICLE TRIPS 48% I 1,176 52% 1 261 1437.1 1 NET EXTERNAL NET EXTERNAL PERSON TRIPS IN VEHICLES @ 1.40 PERSONS 1 VEHICLE I 45% 1 1,636 52% 1 1,774 !'I 3,412�1I. j NET EXTERNAL PERSON TRIPS USING TRANSIT @ 1,4a PERSONS I VEHICLE 48% 420 52% 455 87611. PERSON TRIPS VEHICLES AND TRANSIT MODES 48% l 2 058 52% 1 2.230 I 4.288I NET EXTERNAL I L .,cr cv-rza NAL PERSON TRIPS WALKING OR__USING BICYCLES V 1.40 PERSONS I VEHICLE 1 48% 447 i 52% I 485 932 NOTES. (1] IN THE FORMULAS, (X) 15 THE AREA PER 1,000 SQUARE FEET, SEATO, R00M5 OR UNITS. (2] A 16 % REDUCTION TO ACCOUNT FOR SAME PERSON TRPS AS RE BUT HIGHER VEHICLE OCCUPANCY (MIAMI's 1.4 vs. ITE's 1.2 PERSNEH) (3] TRANSIT TRIP REDUCTION BASED ON PROJECTED MODAL SPLITS USED IN THE ORIGINAL DOWNTOWN MAW DRI STUDY. (4] PEDESTRIAN AND BICYCLE TRIP REDUCTIONS ARE ESTIMATED BASED ON DOWNTOWN CHARACTERISTICS. (5] TRIP RATE FOR THE ATTRACTION (BALLPARK) IS BASED ON 0.02 EMPLOYEES PER SEAT AND 1 AM S PM PEAK HOUR TRIP PER EMPLOYEE. 21-74 SOURCE: KEITH AND SCHNARS, P.A. natranplarnpro jects;2001\15716\tables\GEN•PM1 • APPENDIX E FDOT SEASONAL FACTORS • • 6[14L ua[c, Map, , ,,....,,. MIAMI-DADE SOUTH Category; 8901 • • • Note: "*" indicates peak season week 'eek 3 4 5 6 7 8 9 10 I 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 • 33 34 35 36 37 38 39 * 40 * 41 * 42 * 43 * 44 * 45 * 46 * 47 * 48 * 49 * 50 * 51 * 52 53 • .-...,,.... ....... ram..,....,.. Transportation Statistics Office 2004 Peak Season Factor Category Report MOCF = 0,94 Dates SF PSCF 01/01/2004. 01/03/2004 0.92 0.98 01/04/2004 - 01/10/2004 1.01 1.07 01/112004 • 01/172004 1.11 1.18 01/18/2004 -01/24/2004 1.10 1.17 01252004 - 01/31/2004 1.09 1.16 02/01/2004 - 02/07/2004 1.08 1.15 02/08/2004.02/14/2004 1.08 1.15 02/15/2004 - 02/212004 1.07 1.14 02/22/2004 - 02/28/2004 1.06 1.13 02.29/2004.03/06/2004 1.05 1.12 03/07/2004 - C3/13/2004 1.05 .12 03/14/2004. 03/20/2004 1,04 1.11 03/21/2004 - C3/27/2004 1.04 1.11 03/28/2004 - C4/03/2004 1.04 1.11 04/04/2004 - 04/ 1020 04 1.04 1.11 04/11/2004 - 04/17/2004 1,04 1.11 04/ 18/2004 - 04/24/2004 1.04 1.11 04/25/2004.05/01/2004 1.04 1.11 05/02/2004 - 05/08/2004 1.04 .11 05/09/2004 - 05/15/2004 1,04 1.11 05/16/2004 - 05/22/2004 1.03 1.10 05/23/2004 - 05/29/2004 1.03 1.10 05/30/2004 - 06/05/2004 1.02 1.09 06/06/2004 - 06/12/2004 1,02 1.09 06/132004 - 06/19/2004 1.01 1.07 06/20/2004 - 06/26/2004 1.01 1.07 06/27/2004 - 07/03/2004 1.01 1.07 07/04/2004 - 07/10/2004 1.01 1.07 07/11/2004 -07/17/2004 1.01 1.07 07/18/2004 - 07/24/2004 1.00 1.06 07/25/2004 - 07/31/2004 0.99 Gr'e 7`a__ 1.05 08/01/2004 - 08/07/2004 0.99 ^ 1.05 08/08/2004 -08/14/2004 0.93 1.04 08/152004 - 08/21/2004 0.93 1.04 08/22/2004 - 08/28/2004 1.00 - 4 1.06 f . "'- = - 08/29/2004 - 09/04/2004 1.02 1.09.. 09/05/2004 - 09/11/2004 1.04 1.11 09/12/2004 •09/182004 1.06 1.13 09/19/2004 - 09/25/2004 1.03 1.10 09/26/2004 - 10/02/2004 0.99 1.05 1C/03/2004 - 10/09/2004 0.96 1.02 10/10/2004 - 10/16/2004 0.93 0.99 1C/17/2004 - 10/23/2004 0.93 0.99 1 C/24/2004 - 10/30/20C4 0.93 0.99 10/31/2004 - 11/06/2004 0,93 0.99 11/07/2004 - 11/13/2004 0.93 0.99 11/14/2004 - 11/20/2004 0,93 0.99 11/21/2004 • 11/27/2004 0.93 0.99 11/28/2004 - 12/04/2004 0.92'- 0.98 12/05/2004 • 12/11/2004 0.92 .411-: - 0.98 12/12/2004 • 12/18/2004 0.92 0.98 12/19/2004 - 12/25/2004 1.01 1.07 12/26/2004 • 12/31/2004 1.11 1_18 Page 2 • APPENDIX F FDOT LOS TABLES • MUATS INFORMATION • i • • 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 B C D E 180 620 1_210 1,720 22,379 1,940 3,140 4,540 5,870 6,670 2,900 4,700 6,800 8,910 10,02/ STATE TWO-WAY ARTERIALS Class 1 (>0.00 to 1.99 signalized intersections per mile) Level of Service Laces Divided A B C D E 2 Undivided " 400 1,310 1,560 1,610 4 Divided 460 2,780 3,300 3,390 •" 6 Divided 700 4,240 4,950 5,080. •" 8 Divided 890 5,510 6,28C 6,440 Class a (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A 00 C D 2 Undivided '" 180 1,070 1,460 1,550 4 Divided 6 Divided 8 Divided 390 2,470 3,110 620 3,83C 4,680 800 5,06C 6,C60 Interchange spacing >_ 2 tni. apart Level of Service A B C D 2,310 3,840 5,350 6,510 3,580 5,930 8,270 10,050 Lanes 4 6 3 10 12 FREEWAYS 4,840 8,020 11,180 13,600 6,110 10,110 14,110 17,160 7,360 12,200 17,020 20,710 E 7,240 11,180 15,130 19,050 23,000 Interchange spacing <2 mi. apart Level of Service Lanes A B C D E 4 2,050 3,350 4,840 6,250 7,110 6 3,240 5,250 7,600 9,840 11,180 8 4,420 7,160 10360 13,420 15,240 10 5,600 9,070 13,130 16,980 19,310 12 6,780 10,980 15,890 20,560 23,360 3,270 = 4,920 6,360 Class 1I1 (more than 4.5 signalized intersections per mile and not within primary city central business dismct of au urbanized area over 750,900) Level of Service Lanes Divided A B C D 2 Undivided *" 500 1,200 4 Divided "* *" 1,180 2,750 6 Divided '• ' 1,850 4,240 8 Divided '• *' 2,450 5,580 Class IV (more than 4.5 s primary city cc over 750,000) Lanes Divided A 2 Undivided 4 Divided *• 6 Divided • 8 Divided '* E 1,470 3.120 4,690 6.060 slued intersections per mile and within business district of an urbanized area Level of Service B C D • 490 1,310 • 1,170 2,880 ' 1,810 4,350 2,460 5,690 1,420 3,010 4,520 5,910 Lanes Divided 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divides NON -STATE ROADWAYS Major City/County Roadways Level of Service A B C • *" 870 • *" 2,030 ** *" 3,170 D 1,590 2,950 4,450 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D • " 450 950 ++ +. 1,050 2,070 E 1,480 3,120 4,690 1,200 2,400 BICYCLE MODE (Note: Level of service for the bicycle mode is this table is based en roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Paved Shoulder Bicycle Lane Coverage A B 0-49% '• ` 50-84% ." 240 85.100% 300 680 Level of Service C D E 310 1,310 >1,310 390 >390 ••^ >680 PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and maffic conditions, not number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way ma. ce volumes.) mumsery Level of Service Sidewalk Coverage A B C D E 049% •" "' " 600 1,480 50-84% '• ** " 940 1,800 85100% r+ 210 1,030 >1,080 0.+ BUS MODE (Scheduled Fixed Route) (Buses per our) (Note: Buses per lour shown are only for the peak hour in the single direction of higher traffic Slow,) Level of Service Sidewalk Coverage A B C 00 E 0-84% •' >5 >4 >3 >2 85-100% >6 >4 _>3 >2 01 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399.0450 http:/iwww Lmyfloridacom/plsesdng/systems/sm/los/default.htm 02/22/02 ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volume by the indicated percent) Lanes Median Left Turns Lanes Adjustment Favors 2 Divided Yes +5% 2 Undivided No -20% Multi Undivided Yes -5% Multi Undivided No -25% ONE-WAY FACILITIES Decrease corresponding two -directional volumes in this table by 40% to obtain the equivalent one directional volume for one-way facilities. •This able doaexas constibam a standard and should be used only for general planning appli odors. The emopuser models from which this able is derived should be used for more specific planning applications, The table and deriving computer models should not be used for cosr.dor or insersectun deign, <hers moss, refined techniques exist. V°I°ca shown era hourly two-way volumes for levels of ere for thwombat/truck modes unless specifically. stated. Level or orrice lever grade thresholds are probably not comparable across modes and, therefore, cross .model eomyeriaons should he mode with caution. Furthermore, combining levels of service of different mode ins° one overaC roadway Inset of service is not recommended. To convert to anneal asemgc daily ironic volumes, these valunes must be divided by en eeproprlaee x factor. The table's' input value defaaits midlevel of service criteria eepenr on the following page. Calculations are based on planning app/lemons of the Highway Caput., Manual, Bicycle L0S Model. Pedestrian L0S Model and Transh Capacity and Quality of Service Manual, respectively for the autemobileltr ck, 3eyole, pedestrian and bus modes. -•Cannot be achieved,uies able input value debula, ••'Not applicable kr that level of service Inner grade. For autotnobilemuck modes, volumes greaser than level of service 0 become F because intersection capacities have been reached Fcr bicycle and pecan -en modes, the level of Service letter glade(including F) ie not achievable, bacewc these iaxo maximum vehicle volume ...hold using able input value Waist.. 91 i • • TABLE 4 - 4 ,continued) GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S Urbanized Areas INPUT VALUE ASSUMPTIONS tMINTERRUPTED PLOW FAC11.1TIE5 Freeways Di8hwa2s ROADWAY CRARACATERISTICS Nanhrvflanes 4-12 4 1} d-6 -I _ 50 55 IMsed (n h) me lbw ay.W Orph) 65 - 55 60 50 .55 0askrc s2 II:NAM.) Imoge slsoriagpa as0c 2 5 fa Y )09s4)4) ...... Te to.) 1 1 Y 1 r 1 SG roPa62.01."c -. 80 n ICxa(ay0 TRAFFICCIIARACPEtor(Et S nrcn8anolysu f how (K) 0092 0093 0.095 ti rmianal tlinrrbudon factor(D) 0.55 055 0.5.5 055 Peak how Feclm (PN0) I3vsn raparbY(rcph00 0.95 0.95 0.925 1'ro0 0925 2100 2.0 Hnv vvArck rcan 6.0 20 20 laa:al skosla 2c or 09e I (10 I.0 10 IN'PP.AADPPEO FLOW PACILITIFS NnmSfafe Raadwayx Ili aYNe Clas 11 P; ieNruc Ros_ ROADWAY CHARACTERISTICS C Class! 4-ti e 2 Clsss11 4-6 Shfe Aner:ah B 2 LSvs1I1 4-6 8 2 C Class19 4-6 B A1a)m C5 2 y1C0valy 4-6 Othv S46444wed C9.ss 11 oaks ofthrooyp Tea,. POsRed d5 50 50 di d5 45 35 35 35 30 l0 JO _ 45 45 40 40 epeed(m045 __ Fah Row spaN(nph) Mndant a(" 50 n _,.. 55 r 55 r SO n 50 r 30 r 40 n d0 r 40 s Sa 35 r 35 r 5 50 r 43 r 45 ,r Leh Nm laou(n Y) Pa4W0Im442444ccic 1mx(a,y) Y Y Y Y Y Y Y Y Y Y Y Y Y _Y Y Yo > Y Omsidc Imm wi,I (EL 4 bi an lot ) 1 i Sidewalk Iny) S-rdcwelkhoadwaY "SOX.Y 3_ separation(gt,w) Sihwalt)madwaY pa... bamv (o.Y) _.._. a Obstacle bus stop CT 005 0.55 C TRAFFICCHARAw fa0or I Plva0iCS n6111di9analysis 6444r feat11c) or N) 0.95 O55 ass 0.55 0095 0.55 O. 055 0095 055 O.IHS 055 O.O. O. 0.095 05f O. 090 0.55 O55 O. 0£S 0.95 O55 0095 O55 0.55 0.09 OSS 055 0.55 055 fPlw 0.925 0.925 0.923 0913 0.925 0.92.5 0.925 0.945 0915 0.925 0.925 0.900 0.925 0.90025 0925 Peahawfdimi1PM) 0aklmmftion flawa. (pcphpl) 1900 1900 12.0 1900 19W 12,0 19W IIS 19UU 11.5 1900 1900 191 11.5 1900 1900 1925 1900 1900 t0 oration 1learydiusti 20 20 20 20 20 I3.... IS f5,,,-... i_5 1.5 1.5 f.5 IS 10 2.0 p392544 Lncaladjunlrcnl Gam ham rove lases 10 1 10 12 __20 0.95 12 0.98 12 0.98 12 095 1} 095 1} 095 12 092 li 092 12 092 12 090 12 0.96 14 098 19 0951 16 0.98 l2 090 12 % 1wm calusWc RosTun 0(sow. CNARACTE S CONTROL fi2edimcrt 1.5 1.0 10 30 3.0 30 04 5.0 50 40 8.0 8.0 30 3.03.0 3.0 Si 1n mile at mile 3 J 3 4 4 4 4 4 4 d 4 2 Arrivaltypc(I.6) a a a a s si a la>r) kI IC) 120 120 120 120 129 120 120 120 120 IRI 120 120 120 I]0 120 140 120 orb Fff livcgs nentalin(pJC( 044 0.41 099 0.91 044 044 0.4 04d OA4 044 044 O.dA 041 0.41 0.J1 044 044 LEVEL OF SERVICE THRESHOLDS 111O0SIale Roadwa 5 Hn. Level o! -Class Hc aver III y' O<lI _ ClassO' I xi DIIt Tswlaoe %FFS 64 vH ilanr Ornshy ClassI ATS <'lau 11 ATS Class lII ATS Lhss 1Y AT S Mapr Ciryfeauney ATS OWee SignalvN Coned Dxla Srore $cure Hu vx rM. Sarni.� <0.)2 <029 >0,911 <029 <11 >42 mph >35 mnN >30 mpt >25 o <10 sa c15 <IS n6 ft cp,51 <OA] c18 J4 a 8mpfi nph >19 mph sZR mpX <20 sec Q5 <25 24 C DFP <0]9 <c0l.b9b0 <26 cc4)55 <06B O0 <26 >0250 < <O08 068 <26 >21 mpA >__mph >22 mph >IBmph >IOi >13 nNA >22mph >113]vA c3Ssc xuxc . <=5 1.00 4 083 00 d se mph ->229p2 >13 mp nsnp_'h -- > _ 4 <05H1 4 Ifi s<38o5 ph 92 vie = D mod 1D Capaciry Rollo %FFS=Percent Free Flow Speed A' S = Avesnge Travel Spe d Miami -Dade interim 1005 Cos( Feasible Pian ORIGIN ZONE DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS I TOTAL I NNE ENE ESE SSE SSW WSW WNW, NNW 556 TRIPS 753 429 177 102 798 2468 2803 2153 9683 PERCENT 7.78 4.43 1.33 1.05 8.24 25.49 28.95 22.23 557 TRIPS 1113 978 106 39 802 2105 2055 2026 8724 PERCENT 12.76 5.48 1.22 0.45 9.19 24.13 23.56 23.22 556 TRIPS 275 164 117 138 149 353 440 908 22049 PERCENT 13.45 6.02 5,72 6.75 7.29 17.27 2.1.53 19.96 555 TRIPS 0 0 0 0 0 0 0 0 0 PERCENT 0.00 0.0C 0.00 C.00 0.00 0,00 0.00 0.00 560 TRIPS 46 29 10 12 16 76 46 75 310 PERCENT 14.84 9.35 3.23 3.87 5.16 24.52 14.84 24.19 561 TRI?S 214 146 75 50 103 337 241 285 1451 PERCENT 14.75 10.26 5.17 3.45 7.10 23.23 16.61 19.64 562 TRIPS 10 6 4 2 5 14 8 11 60 PERCENT 16.67 10.00 6.67 3.33 8,33 23.33 13.33 18.33 563 TRIPS 278 148 190 114 174 404 330 406 2044 PERCENT 13.60 7,24 9.30 5.58 8.51 19.77 16.14 19.86 564 TRIPS 449 369 489 98 26S 552 591 634 3451 PERCENT 13.21 10.69 14.17 2.64 7.79 16.00 17.13 18.37 565 TRIPS 1000 1322 569 188 450 1147 1266 1375 7317 PERCENT 13.57 18.07 7.78 2.57 6.15 15.68 17.30 18.79 566 TRIPS 43 30 16 8 18 68 95 69 297 PERCENT 14.46 10.10 5.39 2.69 6.06 22.90 15.15 23.23 557 TRIFS 284 173 75 31 66 318 255 297 1499 PERCENT 18.95 11.54 5.00 2.07 4.40 21.21 17.01 19.81 568 TRIPS 2113 834 245 541 715 2888 2577 3358 13271 PERCENT 15.92 6.28 1.85 4.08 5.39 21.76 19.42 25.30 569 TRIPS 1620 442 132 73 853 2546 22235 3078 10979 PERCENT 14.76 4.03 1.20 0.66 7.77 23.19 20.36 28.04 570 TRIPS 336 223 31 33 154 1346 1457 1371 4951 PERCENT 6.79 4.50 0.63 0.67 3.11 27.19 29.43 27.69 -38 - 1/18/05 • APPENDIX G COMMITTED DEVELOPMENT • WORKSHEETS & DATA • • • PM PEAK HOUR TRAFFIC VOLUME FROM COMMITTED DEVELOPMENT LOCATION LOCATION L(KATION LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION INTERSECTION AND APPROACH 1 2 3 4 5' 6 7 8 9 10 11 South Miami Avenue & 101h Street ED LEFT 0 0 0 0 EB THRU 22 0 0 0 WB THRU _.. 0. 0 0 0 W8 RIGHT 0 0 0 NB LEFT 0 0 0 NB THRU 29 0 0 0 NB RIGHT _.... _.. 2 0 0 _.... 0 South Miami Avenue & 11NI Street WB THRU 27 0 WB RIGHT N9 LEFT 97 0 NB THRU 26 0 37 U 83 197 0 LOCATION • LOCATION LOCATION LOCATION TOTAL 13 14 15 VOLUME 27 0 South Miami Avenue & 121 Street EB LEFT 47 0 D EB RIGHT 0 0 0 SWB LEFT SW13 THRU SWB RIGHT NB LEFT NB THRU NB RIGHT South Mami Avenue 8 Coral Way EB LEFT 19 2 0 0 4 0 4 EB RIGHT_ WD LEFT WB THRU WB RIGHT NB LEFT NB THRU 58NB RIGHT T LEFT THRU SB RIGHT SE 1st Avenue 8 SE 10th Street EB LEFT EB THRU Mt' RILEFT WB THRU WR RIGHf NB LEFT NB THRU NB RIGHT SB LEFT SD THRU SB RIGHT SE 1st Avenue 8 SE 11th Street WBTHRU 0 WORIf3HT 0 NB LEFT 0 NB THRU 0 SB THRU 0 SB RIGHT 27 56 17 78 6 28 20 D 0 10 0 O 0 D 0 6 0 34 U D 0 O D 0 O 0 0 0 54 0 0 0 0 O 61 11 0 0 0 D 0 O 0 0 0 43 64 0 0 66 0 0 O 0 31 273 O 120 O 12 D 4 O 72 O 26 O 0 0 12 70 O 0 0 0 4 0 0 0 0 0 0 1 The Pointe at Brickell Village 2 1060 Brickell / The Avenue 3 Brickeli Cili Centre A Villa Magna 5 Club at Brickell Bay/ Brickell Bay Plaza 6 Axis 7 Mary Bucket' Village 8 South Miami Avenue Condo 9 LA» ell on ll Plaza 10 Brickell on The River 11 Infinity 12 Latitude 13 Neo Vertika 14 Beacon 15 Premiere Towers • • • 7fh Si 16' 26 - 8 th S 9th St 26 lOtn Si 30 26 20 20 i0 90 1 11- h 5 1 4; 26 1 2th it_ 26 Figure 1 3th Si 26-1 36 5- 26-61 A._ 5 4- rn POINff Al' CCU IUA( 6 Analyzed intersections 0 Slanollzed 0 Stop Contra fed mi Site Analyzed Corrld n fKArric AS &NMENf PENT INC,RE55 15 • AOolyZeo Intersect ,cos . ® roeau :ea p Stoo c t. i ea s SitE IOOIyZtd Corrioor5 Figure /E COIN fE Af VILLAGE fRAFFIG ASS I&NMEN1 PEPGENf EGKE55 11 Project Trip Generation • The Point at Brickell Village Project Trip Generation Analysi • Land Use (LU) Units ITE LU CODE PM PEAK HOUR TRIPS ITE TRIP GENERATION RATE IN OUT TOTAL % Trips % Trips TRIPS High -Rise Residential Quality Restaurant Specialty Retail 348 D.U. 8,000 SF 7,576 SF 232 931 814 0.38 7.49 2.71 63% 67% 44% 84 40 9 37% 33% 56% 49 20 12 132 60 21 Gross Vehicle Trips 64% 124 36% 68 192 Vehicle Occupancy Adjustment @ 16.0% Of Gross Trips 64% 20 36% 11 31 Transit Trip Reduction @ 14.1% Of Gross Trips 64% 17 36% 10 27 Pedestrian/Bicycle Trip Reduction @ 10.0% Of Gross Trips 64% 12 36% 7 19 Net Vehicle s Tri P 64% (74, 36% ~ Al) 115 Net Person Trips in Vehicles @ 1.40 Persons/ Vehicle 64% 104 36% 57 161 Net Person Trips in Transit @ 1.40 Persons/ Vehicle 64% 24 36% 14 38 Net Person Trips (Vehicle and Transit Modes) 64% 128 36% '1 199 Net Person Trips (Walking/Bicycling) © 1.40 Persons/ Vehicle 64% 17 36% 10 27 NOTES: A 16% OCCUPANCY ADJUSTMENT IS BASED ON MIAMI'S 1A VERSUS ITE'S 1.2 PERSNEH. TRANSIT TRIP REDUCTION BASED ON PROJECTED MODAL SPLITS USED IN THE ORIGINAL DOWNTOWN DRI. PEDESTRIAN AND BICYCLE REDUCTIONS WERE BASED ON THE DOWNTOWN CHARACTERISTICS. (ABOVE METHODOLOGIES ARE CONSISTENT WITH THE DOWNTOWN MIAMI DRI-INCREMENT II, TABLE 21.C1) 1060 BRICKELL MUSP PROJECT TRIP ASSIGNMENT BISCAYNE BAY EXHIBIT Auc 31 05 1146a Richard Garcia, P.E. 305-675-6474 p • 1 Citi Centre MUSP chard Garcia IX Associates, Inc. RGA • Figure 2: Traffic Assignment, Percent In NTS 2 • paver ED limatsteTicii THE CORRADINO GROUP PERCENT INS i7 y VILLA MAGNA MUSP TRAFFIC SIGNAL LOCATION Figure 3: Traffic Assignment Percent out J:13265 - 501, Vila Mango TrafSc, Site Ut1,2004,02,02 Muse kevis on 11 • • ANAL/EEO INTERSECTION THE CORRADINO GROUP Kaa PERCENT (%) OUT t �3 VILLA MAGNA MUSP TRAFFIC SIGNAL LOCATION J:\3265 - 5C'II, Viilo Manao Traffic, Site Utility\2004,02,02 Mvsp Revision.doc 12 16.0% Of Gross Trips 14.1 % Of Gross Trips 5.0% Of Gross Trips • • • Table 3: Site Project Trip Generation Analysis Land Use(LU) High -Rise Residential Quality Restaurant Specialty Retail Units 1268 D.U. 13350 SF 33,500 SF ITE LU CODE 232 831 814 ITE TRIP GENERATION RATE 0.38 7.49 2.59 PM PEAK HOUR TRIPS IN OUT 63% 67% 43% Trips 304 67 37 37% 33%! 57% Trips 178 33 50 TOTAL TRIPS 482 100 87 Gross Vehicle Trips Vehicle Occupancy Adjustment A Transit Trip Reduction ( Pedestrian/Bicycle Trip Reduction Net Vehicle Tri . s Net Person Trips (Walking/Bicycling) 1.40 Persons/ Vehicl NOTES: A 16% OCCUPANCY ADJUSTMENT IS BASED ON MIAMI'S 1.4 VERSUS ITE'S 1.2 PERSNEH. TRANSIT TRIP REDUCTION BASED ON PROJECTED MODAL SPLITS USED IN THE ORIGINAL DOWNTOWN DRL PEDESTRIAN AND BICYCLE REDUCTIONS WERE BASED ON THE DOWNTOWN CHARACTERISTICS. (ABOVE METHODOLOGIES ARE CONSISTENT WITH THE DOWNTOWN MIAMI DRI-INCREMENT II) 61% 409 El= 39% 12111 58 39% 61% 61 39% 39 260 61% 42 669 107 94 100 86 39% 55 140 J:13265 - 501, Villa Mango Traffic, Site Utiliry12004,02,02 Musp Revision.doc 13 6 1 Oa- M Peak Hour Volumes with re Background and Proiect Traffic Figure 6 CO • • 00 SW 3rd AVE Sty 76, SW 10th ST SW 11th ST SW 12th ST 19 102 F'1•11 !PEAK HOUR. SITE ONLY -TRAFFIC Figut 4- • TRANSPORT ANALYSIS PROFESSIONALS 4111•11111i SW 7 SW 8 70 70 82 70 12 SW 13 78 L 82 SW 9 70 J 14 o N 184 ;1/ 150 37 °SW 0 234 o� L150 50 E- 7 150 13 fit\ < N 67 E� 1 < ' �t1 �> IF>6 78I 3 !t/ II 3 07 y 11 47 2 3 r p 1 r N THE CORRADINO GROUP PROJECT TRIP DISTRIBUTION FIGURE 6 • SWBST Fo a PR01E SOUTH MIAMI AVENUE CONDO PM PEAK PROJECT TRAFFIC VOLUMES EXHIBIT No. 13 Page 22 1 • { { SEE 3 ST { SE 4 5T BRICKELL AVE SE 55'T 18 108 N.T.S. IN = 310 OUT =180 °Pi { SE557 SE 7 5T SE 8 ST 24� { PROJECT ONE BRICKELL PLAZA MUSP IRE: PROJECT PM PEAK HOUR VEHICULAR VOLUMES DOABITNo. 13 Page 22 LEGEND 171 TRIPS LEAVING THE SITE DURING THE PM PEAK HOUR """► NUMBER OF TRIPS LEAVING THE SITE 275 TRIPS RETURNING TO SITE DURING PM PEAK HOUR .'"" /' . NUMBER OF TRIPS RETURNING THE SITE FIGURE 6 PROJECT TRIP GENERATION DISTRIBUTION FOR PM PEAK HOUR BERMELLO, AJAMIL & PARTNERS, INC. Brlckell on the River Aarll 14, 1995 Page 14 • SW 2nd Ave 64/69 CORAL WAY -41(--- CD 4-4 co -->. 49/64 764 04 ArY} co Lu 2 '<' \ N-- \., co LEGEND 1 0 7/7 Spfr 7 NTS ) SITE 100/200 = AM/PM PEAK HOUR PROJECT TRAFFIC IN VEHICLES PER HOUR FIGURE 8 AM AND PM PEAK HOUR PROJECT TRAFFIC / JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 31 FIGURE 4_ Richard Garcia & Associates, Inc. Pr*d Name' .Elitard2—. Preps'"? cow — checked Sy _--cemdirter2__ _ f12,93—E-Gr7 P(cce-rz-41Ps-=-. PeOSE;i3:114-if) 7", ' CiXiceftisr_ 11?-4 F).D. 1.• 44. : 72..qc44..*/;1/41,5,r i445 1.11-104.. 15 (0 SW 7 FIGURE 9: PROJECT TRIP DISTRIBUTION • 45(4170 Fi 7 ( 5 9'5, ) Cy- L11 THE COR ENGINEERS PLANNERS ADINO GROUP ARCHITECTS CONSTRUCTION NEC, VERTIKA MUSP Traffic Analysis can be expected to utilize alternative modes such as transit. The remaining 199 trips will be external to the project site, with 129 entering and 70 exiting the site during the PM peak hour. Table 6 separates the pass -by trips from the total external trips accessing the project site to determine the net new trips that will be added to the roadways in the study area. Land Use Entering Ccndominiu 77 m Table 6: NED II Net New Trip Generation Exiting 35 Pass -By Trip °/a Pass -By Trips Entering Exiting 77 35 Retail 26 19 36% 16 22 Restaurant 26 16 43% 'Total As shown above The total number of trips that will be new to the roadways in the study area, will be 114 entering and 61 exiting the Project site. 8 15 114 7 9 61 Trip Assignment Project traffic was routed through the study intersection during the PM peck hour based upon the carding trip distribution. In particular, the paths for inbound and outbound trips will differ because of the street network in the study area, which contains several one-way pairs. Project traffic was then added to the "background" traffic to yield future PM peak hour traffic volumes with the project, which are illustrated in Figure 7. k13241 \Draft ReportDOC 3/25/03 22 NEC VERTIKA MUSP _598_ Table 4: Total Number of Project Trips Land Use Units/Square Feet Trip High -Rise Condominium I 327 124 Specialty Retail Quality Restaurant TOTAL 12,935 sf 164 6,512 sf 160 In/Out 84/40 I 36 / 28 I 37/23 248 157 / 91 Traffic Analysis A number of trips associated with the project can be expected to be internal to the site because of the Project's mixed -use nature. ITE's Trip Generation Handbook pg 1-42 provides o methodology for estimating trip generation at multi -use developments. This methodology was utilized to calculate the internal capture rotes for the project's different loud uses. It was conservatively determined that approximately 20% of the project's trips would be internal to the site. Additionally, a number of trips associated with the project con be expected to utilize alternative modes of transportation. The project site is served by high quality transit service within walking distance including the Metrorail, Metromcver cnd MDTA bus routes. Therefore, a 10% reduction in trip generatior was made to account for alternative modes. This reduction is consistent with the projected daily mode split for the Brickell area provided in the Downtown Miami DRI. Finally, a number of trips that wiil access NEO II may already be utilizing roadways in the study area. These trips, which are known as pass -by trips, are mode as intermediate stops on the way from an origin to a primary trip destination. Information on pass -by trips was also obtained from ITE's Trip Generation Handbook, which provides pass -by capture rates for various land uses. ,According to the Trip Generation Handbook, approximately 36% of the external trips associated with Prcject's retail components and 43% of the external trips associated with the project's restaurant component con be expected to be pass -by trips. Table 5 breaks down the project's expected external trip generation by land use. Table 5: NEO II External Trip Generation Land Use PM Peak Hour Trips PM Peak Hou External Trips Total 1 Internal Transit m Entering Exiting Condominium 124 0 12 77 35 Retail 64 13 6 26 19 Restaurant 60 12 6 26 16 ITOTAL j 248 25 24 129 70 (1) 10% of the Project's external kips were assumed to utilize alternative modes including tronsit (2) 20% Retail and Restaurant trips were assumed to be internal As shown above, the project can be expected to generate approximately 248 total trips during the PM peak hour. Approximately 25 of the trips can be expected to be internal to the site and 24 of the trips 1:\3241 \Draft Report.DOC 3/25/03 21 • Intersection and Approach Table 3 TRAFFIC VOLUME AT INTERSECTION STUD' LOCATIONS Approved Year Other Existing 2003 Projects' PM Peak Background Site Site Total Volume Volume Subtotal Volume Subtotal Volume Volume SW ist Avenue and SW 81h Street EB THRU 1101 44 1145 306 1451 0 1451 ES RIGHT 93 4 97 68 165 5 170 SSLEFT 122 5 127 138 265 0 265 SB THRU 475 19 495 65 550 3 563 SW lst Avenue and SW 7th Street WOLEFT 104 4 103 111 219 4 223 WB THRU 1682 68 1752 258 2008 0 2008 SB THRU 275 11 286 0 286 0 286 SB RIGHT 266 11 277 0 277 0 277 SW 2nd Avenue and SW 6th Street EB LEFT 205 6 213 0 213 0 213 ES THRU 943 38 981 257 1238 0 1236 EB RIGHT 393 16 409 0 409 0 409 NB 11-1RU 445 IS 466 0 466 6 472 NB RIGHT 87 4 91 27 118 2 120 SB LEFT 160 6 166 22 188 0 188 SB THRU 516 21 537 21 558 0 558 SW 2nd Avenue and SW 71h Street WS LEFT 126 5 131 21 152 0 152 WB THRU 1616 65 1681 202 1883 0 1883 WB RIGHT 183 8 107 17 214 0 214 NB LEFT 208 8 216 0 216 6 224 NB THRU 420 17 437 0 437 0 437 SS THRU 525 21 547 22 559 0 569 SB RIGHT 162 7 169 0 169 0 169 South Miami Avenue and 81.11 Street EB LEFT 357 14 371 56 427 0 427 EB THRU 801 32 833 52 555 2 887 NS THRU 650 26 676 253 929 0 929 NB RIGHT 33 1 34 20 54 0 54 Soufh Miami Avenue and 7111 Street WE THRU 1183 48 1231 139 1370 0 1370 WS RIGHT 143 6 146 0 146 4 150 NB LEFT 520 21 541 298 539 0 539 NB THRU 487 20 507 137 644 0 644 SE f st Avenue and SE EJUJ Street BB THRU 609 25 634 52 686 19 705 ES FlIGHT 73 3 76 0 76 10 86 NB RIGHT 114 5 119 0 119 0 119 SB LEFT 5 0 5 0 5 0 5 SB THRU 7 0 7 0 7 0 7 Brickell Avenue & SE 7th Street WB LEFT 116 5 121 0 121 0 121 WB THRU 562 23 585 0 565 3 588 WB RIGHT 171 7 178 0 178 3 181 NB LEFT 517 21 538 27 565 0 565 NB THRU 1377 56 1433 90 1523 0 1523 NB RIGHT 30 1 31 0 31 0 31 SS LEFT 111 4 115 0 115 0 115 SB THRU 1607 65 1672 39 1711 0 1711 SB RIGHT 529 21 550 104 654 0 654 Approved, but no built projects. Volumes obtained from traffic studies provided by the City Planning office. 6 • Intersection and Approach Table 3 (continued) TRAFFIC VOLUME AT INTERSECTION STUDY LOCATIONS Approved Year Other Existing 2003 Projects' PM Peak Background Site Site Total Volume Volume Subtotal Volume Subtotal Volume Volume Bnckell 8 SE 511 Street CB LEFT 256 10 266 54 350 9 359 ESTHRU 287 12 299 105 404 0 404 E8 RIGHT 219 9 228 25 256 0 256 WB LEFT 281 11 292 17 309 13 322 WS RIGHT 516 21 537 51 558 13 . 601 NB THRU 966 39 1005 36 1041 13 1054 N6 RIGHT 153 6 159 16 175 13 156 SB LEFT 196 8 204 21 225 29 254 SETHRU 1219 49 1268 54 1322 13 1335 Soutb Miami Avenge 8 Coral Way EB LEFT 87 4 91 77 168 0 168 EB THRU 402 16 418 27 445 5 445 EB RIGHT 26 1 27 0 27 0 27 VVE LEFT 32 1 33 0 33 0 33 WE THRU 904 37 941 13 954 0 954 WE RIGHT 105 4 109 88 197 D 197 NB LEFT 71 3 74 0 74 0 74 NB THFILI 149 6 155 51 206 0 206 NB RIGHT 30 1 31 0 31 0 31 SE LEFT 32 1 33 10 43 0 43 5 6 THRU 193 8 201 41 242 0 242 SB RIGHT 196 5 204 0 204 0 204 South Miami Avenue and 15th Road BE LEFT 12 1 13 0 13 0 13 EB THRU 227 14 241 0 241 0 241 EB RIGHT 188 11 199 0 199 0 199 WB LEFT 56 3 59 2 61 0 61 WE THRU 146 9 155 0 155 0 155 WE RIGHT 41 3 44 0 44 1 45 NE LEFT 53 3 56 0 55 0 56 NB THRU 97 5 103 19 122 5 127 NE RIGHT 41 3 44 0 44 0 44 SSLEFT 17 1 18 3 21 1 22 SB THRU 155 9 164 49 213 11 224 SE RIGHT 11 1 12 0 12 0 12 • Approved, but not built projects. Volumes obtained from traftic studies provided by the City Planning office. • • cc! zi SW 7th St SE 4th m SW 8th St 2621i SW dth Ave SW kJ, St > c. u)I SW 131Ih St 7s MIAM/ RIVER co SE 5th St SE 6th St ITE// / Q / 44, 0 N NTS 37/31 = AM/PM PEAK HOUR PROJECT TRAFFIC FIGURE 7 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. PREMIERE TOWERS June 22, 2004 Page 28 • APPENDIX H REDUCED SITE PLAN • • • 0 GROJND FLOOR PLAN RETAIL a86 SF UE RET4, , 2,49R SA BRICKELL PLAZA (S.E. 1ST',AVENUE) RETAIL RETAIL E9T SF oCOP BRICKELL FLATIRON OEV[t4MEMRNA.wN.u3,0 0.41 Mrwv, 4ll.30�0 TEN AR121.11TECIrOS 17011333,13 9i1i flow New730. r100,1 PG. 212.620,7n Pi NONNARP AMNNSCTURE a INTERIOR uuwN NIESUMMORN AND ASSOCIATES E itiANSPORfNlMUS PROIRSSIONAU ihow 0013300/0.111 BATES 6 ASSOCIATES tNC NiuP NARIR A AS T 5303 FLOOR PLAN GROUND FLOOR GE 0 A-101