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HomeMy WebLinkAboutTraffic Impact AnalysisVISED APRIL 2003 TRAi�CSPO A � .SIS: p�t;0 rfatiofi:Coris[J Qflt Grou ATranSpo - - i��� • • • GABLES MARQUIS MIXED USE DEVELOPMENT SW 32" AVENUE & CORAL WAY MIAMI, FLORIDA TRAFFIC IMPACT ANLAYSIS Prepared for EB Developers, Inc. 7025 Bergcasa Way Suite 107 Boca Raton, Florida 33433 (561) 395-6868 Prepared' by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miarni, Florida 33183 (305) 385-0777 Revised April 2003 2542 • • • GABLES MARQUIS MIXED USE DEVELOPMENT SW 32" AVENUE & CORAL WAY MIAMI, FLORIDA REVISED TRAFFIC IMPACT ANLAYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 1 TRIP GENERATION 5 SITE ACCESS 5 TRIP DISTRIBUTION 5 BACKGROUND TRAFFIC 9 OTHER APPROVED BUT NOT BUILT PROJECTS 9 PEAK SEASON TRAFFIC 9 LEVEL OF SERVICE 9 PLANNED ROADWAY IMPROVMENTS 13 TRANSPORTATION CONTROL MEASURES PLAN 13 CONCLUSION 13 TABLES Table 1 — AM & PM Peak Hour Site Traffic Volume 5 Table 2 — AM Peak Dour Traffic Volumes 10 Table 3 — PM Peak Hour Traffic Volumes 11 Table 4 — AM & PM Level of Service 12 FIGURES Figure 1 — General Location 7 Figure 2 — Intersection Lane Geometry 3 Figure 3 — Existing Traffic at Study Locations 4 Figure 4 — AM & PM Peak Hour Site Only Traffic at Proposed Driveways 6 Figure 5 — Percent AM & PM Peak Hour Site Only Traffic 7 Figure 6 — AM & PM Peak Hour Site Traffic at Intersections 8 APPENDIX Appendix A — Turning Movement Count Data Appendix B — Capacity Analyses Appendix C 1TE Trip Generation Appendix D — FDOT Seasonal Factors Appendix E — Reduced Site Plan • • GABLES MARQUIS MIXED USE DEVELOPMENT SW 32nd AVENUE & CORAL WAY MIAMI, FLORIDA REVISED ......... ......... TRAFFIC IMPACT ANLAYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed mixed use development to be located in the southwest corner of SW 32" Avenue and Coral Way. Figure 1 depicts the site's general location. The original traffic study was submitted in December 2002 and was named "Belmont at Coral Way." This study is a revision of that study. The methodology used for assessing traffic impacts of the proposed mixed -use development was discussed with the City of Miami Department of Planning and the City's traffic consultant. The following locations were chosen to evaluate the proposed development's traffic impact. - SW 27th Avenue & Coral Way - SW 32" Avenue & Coral Way - SW 32" " Avenue & SW 22" Terrace SW 37"' Avenue & Coral Way - Site driveways along Coral Way and SW 32 Avenue EXISTING CONDITIONS Turning movement counts were performed between.7:00-9.00 AM and between 4:00- 6:00 PM on a typical workday at the four (4) existing locations in Novernber 2002. To facilitate the revised study, traffic data were collected again in March 2003 at SW 32" Avenue & Coral Way and SW 32"£' Avenue & SW 22„" Terrace. Figure 2 depicts the study intersection geometry. Figure 3 depicts existing AM and PM peak hour traffic at the study locations. According Miami -Dade County Public Works' traffic concurrency monitoring tables, SW 271'` and 37''' Avenues are classified as minor arterials. SW 32" " Avenue is a collector north of Coral Way and an arterial south of Coral Way to US 1. SW 22 Terrace is not classified through County sources, but likely operates as a residential collector. diva!, Gablei 1\ 17:Th tEILITi k 1 3 GABLES MARQUIS -- Douglits Ptik GENERA '3313-5 1 t 1-7-1 i-t,j '---- 7 7 '-_ -- • I C= r---- [1' C---- I PA, L .031'73-11! I E--1 , rT1 L_ f (9(, L 1 I 1 L--- \ I --- -I Cj L miracle 1--s-w-LINT-T' L • . r 1 j Silver BlttfLas,te.:tes FIGURE 1 9S OcLormc S'Cre,c1.Aga • • SW 27th Avenue & Coral Way +tit SW 32nd Avenue & Coral Way SW 32nd Avenue & SW 22nd Terrace '1-* SW 37th Avenue & Coral Way 1' i 111. EHnn SYUHE AtiALY` f'HCVESSifYEN.S Lane Geometry Figure 2 • N NTS SW 37th Avenue O] 'rf ice- N- co a) cv Lf) CO Cis N 89(111) _ 1030(874) --- - 35(78) —A, R- 374(477) -4--685(1017) ,--167(282) (0 N SW 32nd Avenue N N LD 167(177) --� 1765(1248) --► SITE 82(114) --� SW 22nd Terrace C r Lc) Lc) co O N r 138(118) \.-42(73) -4--1066(1545) f135(191) Coral Way SW 27th Avenue -41216(1 -- 647) "--172(189) "-41(86) �r(0(0 L.t7 LP CO LQ LC) N- OD AM and (PM) Peak Hour Kilirjr:711 TRANSPORT ANALYSIS PROFESSIONALS 197(173) —I 1500(1461) ---+- 78(127) ---A, EXISTING AM and PM PEAK HOUR TRAFFIC FIGURE 3 • • • TRIP GENERATION Using the sixth edition of the 1TE for land use code #230 in the Trip Generation manual, AM and PM peak hour traffic was estimated for the proposed site and is depicted in Table 1 below. ................. Table 1 Gables Marquis Mixed Use Development AM & PM Peak Hour Traffic Volume AM Peak Hour PM Peak Hour Land Uses Size In Out Total 1n Out Total Apartments 176 units Retail 5.000 sf Totals SITE ACCESS 14 14 67 81 {) 0 67 81 65 6 71 32 39 97 13 110 The proposed site will have access to Coral Way and to SW 32T 1 Avenue. The Coral Way driveway will be 23-feet wide and restricted to right turn in and right turn out movements. The driveway connection to SW 32nd Avenue will be about 24-feet wide and can support all ingress and egress movements. The site's internal roadway supports two-way traffic to and from Coral Way and one-way eastbound traffic to SW 32' Avenue. The site's delivery area and access to the town homes allows two- way traffic movements at SW 32" 6 Avenue. (See site plan for details.) TRIP DISTRIBUTION The Miami -Dade County Public Works Department was contacted to obtain the cardinal distribution data as set forth in the Year 2000 M.U.A.T.S. plannipg model for TAZ 1058 to determine directional trip making characteristics of area traffic. Figure 4 depicts traffic at the site's driveways, Figure 5 depicts the percent of site traffic at site driveways and Figure 6 depicts site traffic at study locations. The following information was used as a guide to distribute project site traffic via area roadways: North/northeast -- 16.91% East/northeast — 16.97% East/southeast — 3.81 % South/southeast — 4.08% North/northwest — 17.89% West/northwest — 15.73% West/southwest — 13.19% South/southwest — 11.42% • N NTS 6(55) —� AM and (PM) Peak Hour 1N = 14 (71) OUT = 67 (39) TOTAL = 81 (110) rer cs3 ti Coral Way SITE SW 32nd Avenue AM and PM PEAK HOUR SITE TRAFFIC at SITE DRIVEWAYS TRANSPORT ANALYSIS PROFESSIONALS FIGURE 4 • • N NTS 43%(77%) SW 32nd Avenue Coral Way SITE 46%(46%) —� 14%03°%) _36%(1 Q%) CO o' 0 PERCENT OF AM and PM PEAK HOUR SITE TRAFFIC yrjr, TRANSPORT ANALYSIS PROFESSIONALS at SITE DRIVEWAYS FIGURE 5 • CO N NTS SW 37th Avenue 4(16) SW 32nd Avenue 0(31) -4--0(22) ,r--2(2) Coral Way SW 27th Avenue --k-1(21) 12(7) —1 SITE 12(7) —` 1(2)-4, SW 22nd Terrace AM and (PM) Peak Hour IN = 14 (71) OUT = 67 (39) TOTAL = 81 (112) 9(6) —1 11(7)—a- TAZ 1058 17.89 16.91 JJ' TRANSPORT ANALYSIS PROFESSIONALS AM and PM PEAK HOUR SITE TRAFFIC FIGURE 6 • • • BACKGROUND TRAFFIC The proposed site is estimated to be completed and occupied in year 2004. A 2% annual growth rate is used to estimate future area traffic. A 2% growth rate has been generally accepted by City staff from information presented and approved in other recent traffic studies depicting area growth_ OTHER APPROVED BUT NOT BUILT PROJECTS The City of Miami planning staff supplied a copy for a traffic study for one approved, • but not built project scheduled for construction in proximity to the proposed Gables Marquis development. The project is as follows: - Coral View Apartments Located on Coral Way between SW 29`h & SW 31s1 Avenues. PEAK SEASON TRAFFIC Using FDOT's Year 2001 seasonal factors for South Miami -Dade County, approximately 4% was used to increase raw volume data colleted in November 2002 to peak season conditions. The March data that was collected at SW 32°d Avenue and Coral Way and at SW 32nd Avenue and SW 22nd Terrace is consistent with peak season volumes and was not adjusted. (FDOT seasonal factors are in the appendix.) LEVEL OF SERVICE Intersection analyses were performed at each of the four study and two site driveway locations using software that supports the current Highway Capacity Manual (HCS). The HCS outputs are included in the Appendix. The traffic analyses that follow include the traffic generated by the approved but not built project through the four (4) intersections under study with all future background traffic grown to the year 2004, a LOS analysis was performed to measure future impacts at each study location. Tables 2 and 3 depict AM and PM year 2002/2003 existing traffic, year 2004 background traffic, committed projects through year 2004 and year 2004 with proposed site traffic. Table 4 depicts the LOS at the four locations under study. 0 • • • TABLE 2 AM PEAK HOUR TRAFFIC VOLUME AT STUDY LOCATIONS 2002J2003' AM SEASONAL BACKGROUND COMMIT TED PEAK HOUR GROWTH GROWTH PROJECT SITE TOTAL INTERSECTION AND APPROACH VOLUME VOLUME VOLUME2 TRIPS SUBTOTAL VOLUME VOLUME SW 27th AVENUE & CORAL WAY EB LEFT 197 6 8 0 211 9 220 1609 11 1620 62 0 EB THRU 1500 47 84 0 84 EB RIGHT 78 2 3 0 W B LEFT 172 5 7 0 184 0 184 WBTHRU 1216 38 51 0 1304 1 1305 82 0 fl2 W8 RIGHT 76 2 3 0 Nf3 LEFT 108 3 4 0 116 0 116 0 801 NB THRU 747 23 31 0 801101 • RIGHT 132 4 5 0 142 0 42 5B LEFT 167 5 7 0 179 0 179 gs0 0 860 5S THRU 802 25 33 0 172 5B RIGHT 159 5 7 0 171 1 SW 32nd AVENUE & CORAL WAY 7 0 171 12 186 —1EB LEFT 1 67 EB THRU 1765 0 71 19 1855 12 1867 0 3 0 85 1 86 EB RIGHT 82 5 s 2 152 2 154 WB LEFT 135 0 WBTHRU 1066 0 43 94 1203 0 1203 WB RIGHT 42 0 2 24 68 0 68 NB LEFT 133 0 5 0 138 15 153 NB THRU 314 0 13 0 327 7 334 NB RIGHT 86 0 3 5 94 e 102 SB LEFT 67 0 3 10 80 0 60 SB THRU 271 0 11 0 282 2 284 SB RIGHT 137 0 6 0 143 0 143 SW 37th AVENUE & CORAL WAY 95 0 95 EB LEFT 89 3 4 0 EB THRU 1030 32 43 0 1105 4 1109 EB RIGHT 35 1 1 0 38 0 38 WB LEFT 167 5 7 0 179 1 180 W B THRU 685 21 29 0 735 13 748 WE R0 401 1 402 RIGHT 374 12 10 NB LEFT 113 4 6 0 121 1 1 NB THRU 812 25 34 0 871 0 871 219 7 9 0 235 1 _236 NB RIGHT SB LEFT 245 8 10 0 263 x 1 264 SB THRU 955 30 40 1024 0 1024 0 69 0 69 SB RIGHT 64 2 SW 32nd AVENUE & SW 22nd TERRACE 144 0 144 _EB RIGHT 738 0 6 0 43 0 43 WB RIGHT 41 0 2 56 0 56 NB LEFT 54 0 2 0 NB THRU 485 0 20 0 505 3 508 74 0 74 NB RIGHT 71 0 3 0 15 0 SB LEFT 14 0 10 458 9 15 18 15 SB THRU 440 0 2 0 540 44 467 SB RIGHT 42 0 1 Traffic data taken in November 2002 were increased by 3.1%. Data taken in March 2003 are representive of peak seaaon volumes. 2 An annualized growth factor of 2.0% is used to increase traffic volume through year 2004. Background growth includes approved, but not built projects, which were supplied by the City of Miami Planning Department. 10 • • • TABLE 3 PM PEAK HOUR TRAFFIC VOLUME AT STUDY LOCATIONS 2002/20031 PM SEASONAL BACKGROUND COMMITTED PEAK HOUR GROWTH GROWTH PROJECT SITE TOTAL INTERSECTION AND APPROACH VOLUME VOLUME VOLUME2 TRIPS SUBTOTAL VOLUME VOLUME SW 27th AVENUE & CORAL WAY 186 6 192 . . EB LEFT 173 5 7 p EB THRU 1481 46 62 0 1589 7 1596 EB RIGHT 127 4 5 0 136 0 136 WB LEFT 189 6 8 0 203 0 203 WB THRU 1647 51 69 0 1767 21 1788 WB RIGHT 77 2 3 0 83 0 83 NB LEFT" 137 4 6 0 147 0 147 NB THRU 844 26 35 0 905 0 905 RIGHT 36 1 1 0 39 0 39 SB LEFT 145 4 6 0 156 0 156 SB THRU 757 23 32 0 812 0 812 TSB RIGHT 222 7 9 0 238 1 239 SW 32nd AVENUE & CORAL WAY 1�4 7 191 EB LEFT 177 0 7 0 BB THRU 1248 0 50 31 1329 7 1336 EB RIGHT 114 0 5 0 119 2 121 WB LEFT 191 0 8 6 205 2 207 W B THRU 1545 0 62 23 1630 22 1652 WB RIGHT 73 0 3 12 88 0 88 NB LEFT 143 0 6 0 149 5 49 7 3454 NB THRU 325 0 13 0 NB RIGHT 55 0 2 8 65 6 71 SB LEFT 77 0 3 i797 3 � 3 97 SB THRU 326 0 13 0 342 SBRIGHT 170 07 0 177 9 186.... ----- -- ._... - - - -- -------- -- -- -- ..--....._-- ._ .- --- ------.-..- ----- - - -------.. -----... - SW 371h AVENUE & CORAL WAY 0 119 0 119 EB LEFT 111 3 5 EB THRU 874 27 36 0 937 16 953 EB RIGHT 78 2 3 0 84 0 84 WB LEFT 282 9 12 0 302 1 303 WB THRU 1017 32 42 C 1091 3 1094 W B RIGHT 477 15 20 0 512 1 513 NB LEFT 142 4 6 0 152 0 152 NB THRU 811 25 34 0 870 0 870 NB RIGHT 178 6 7 0 191 3 194 SB LEFT 274 8 11 0 294 , 5 299 SB THRU 979 30 41 0 1050 0 1050 SB RIGHT 96 3 4 103 0 103 SW 32nd AVENUE & SW 22nd TERRACE 132 0 132 EB RIGHT 127 0 5 0 3 0 89 0 89 86 0 WB RIGHT NB LEFT 64 0 3 067 67 67 0 9 67 NB THRU 463 0 19 0 91 NB RIGHT 63 0 3 0 66 _ 0 66 SB LEFT 15 0 1 0 16 0 16 SB THRU 564 0 23 0 587 5 592 SB RIGHT 37 0 1 0 38 0 38 1 Traffic data taken in November 2002 were increased by 3.1%. Data taken in March 2003 are representive of peak season volumes. 2 An annualized growth factor of 2.0% is used to increase traffic volume through year 2004. Committed projects were supplied by the City of Miami Planning Department. 11 • • TABLE 4 AM &PM PEAK HOUR LEVEL OF SERVICE AT STUDY LOCATIONS AM AM AM PM PM PM YEAR YEAR YEAR YEAR YEAR YEAR 2002 2004 2004 2002 2004 2004 EXISTING NO SITE WITH SITE EXISTING NO SITE WITH SITE INTERSECTION AND APPROACH LOS LOS LOS LOS LOS LOS SW 27th AVENUE & CORAL WAY ES LEFT F F F EB THRU C C C EB RIGHT S a B WB LEFT F F F WBTHRU C C C WB RIGHT E3 B B NB LEFT 0 D D NB THRU E E E NB RIGHT D D D SB LEFT F F F SOTHRU E F F SS RIGHT 0 0 D intersection LOS D D D SW 32nd AVENUE & CORAL WAY EB LEFT 0 , C D EB THRU D D D ES RIGHT 8 a B WB LEFT F F F WB THRU & RIGHT B B a NB LEFT E E F NB THRU & RIGHT D D D SBLEFT C D D SB THRU E E E SB RIGHT D 0 D Intersection LOS SW 37th AVENUE & CORAL WAY ES LEFT ES THRU & RIGHT WB LEFT WB THRU & RIGHT F NB LEFT NB THRU & RIGHT SB LEFT F F E E F F F C C C B 8 8 F F F C C C 8 B 8 E F F F F F D D D F F F F F F D D D E E E D E E C C C B 6 B C C D E E E D D 0 F F F E - E E SB THRU & RIGHT Intersection LOS SW 32nd AVENUE & SW 22nd TERRACE EB RIGHT 6 C C WB RIGHT B B B NB LEFT A A A SS LEFT A A A Intersection LOS n/a n/a n/a F F F F F'F C C C 6 B a A A A A A A n/a n/a n/a 12 • PLANNED ROADWAY IMPROVEMENTS Research of the latest Transportation Improvements Program and the Long Range Transportation Plan revealed no improvements to the immediate area. The proposed site driveway along Coral Way was not analyzed for capacity due to restriction of right turn in and right turn out movements. The proposed site's driveway along SW 32" Avenue will operate at LOS "A" for the northbound left turn movement into the site and at LOS "D" for the private driveway's eastbound approach. TRANSPORTATION CONTROL MEASURES PLAN The City of Miami requires that developments requiring a MUSP process explain how the development plans to reduce the proposed site's traffic on adjacent and nearby intersections. Metrobus has routes that serve Coral Way, SW 27'r' Avenue and SW 37''' Avenue, which will allow a reduction of primary trips to and from the proposed development. The developer has included a bicycle storage area, which may reduce vehicular (automobile,) use of the site by residents. Other traffic reduction measures will reduce primary trip making, too. Some suggested measures are listed, but no limited to, as follows: - Encourage shared ridership (van pooling). - Post mass transit schedules in public areas. CONCLUSION The proposed development falls within the traffic concurrency exception area as set forth by the South Florida Regional Planning Council and the Department of Community Affairs. Except for SW 37'h Avenue and Coral Way all intersection will operate at acceptable levels of service (Max LOS E) after build -out and°occupancy of the proposed site. SW 37`h Avenue is the boundary line between Coral ,Gables and the City of Miami. The intersection will operate at LOS F during the PM peak in year 2004 without the proposed Gables Marquis. In year 2004 without the proposed project, delay at the intersection of SW 37°' Avenue and Coral Way is calculated at 86.0 seconds and proposed site traffic will increase the delay, by 1.4 seconds to 87.4 seconds. Eastbound and Westbound vehicle movements at SW 32nd Avenue and SW 22" d Terrace are restricted to right turn only. During the data collection process it was noted that there were violations of the restriction. Motorists were seen making through movements. Although, these movements were recorded, they were adjusted in the capacity analyses as right turn movements. 13 • • The external traffic generation as illustrated in this report is likely overstated. Although there is no empirical data to support the reduction of trip making from residents walking or riding bikes to nearby services and retail developments, it is widely known that it does occur. Minor improvements to overall intersection delay may be achieved with fine-tuning traffic signal timing and phasing. The infill development of Miami -Dade County and the City of Miami is being strongly encouraged by regional planning experts. The County will have the on -going responsibility to monitor and adjust roadway links with coordinated timing systems. The effort to perform system wide timing cannot be the responsibility of small MUSP developments, such as the Gables Marquis. The task is labor intensive and costly resulting in fees in the tens of thousands of dollars. Such an effort is too great a burden for small MUSP developments and best left to developments posing greater impacts to the roadway infrastructure. APPENIDICIES • • • APPENDIX A TURNING MOVEMENT COUNT DATA Counter: 3077 Counted By: PCC Weather: Clear �ther: TRANSPORT ANALYSIS PROFESSIONALS, I 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385 - 0777 no. File Name : 2542CW©27AM Site Code : 25423077 Start Date : 11 /12/2002 Page No : 2 SW 27th AVENUE Southbound Start ;I Left Thru Time Peak Hour From 07:00 to Intersect ion Volume 157 802 Percent 14.8 71.1 Volume 167 802 Volume 49 209 Peak Factor High Int. 08:15 Volume 49 209 Peak Factor • • 08;00 Righ RTOR ': Total 08:45 - Peak 1 of 80 79 1128 7.1 7.0 80 79 1128 17 18 293 17 18 293 0.962 SW 22nd STREET Westbound Le7t Thru RIgh RTOR 1 ATotal 1 172 11.7 172 41 1215 83.1 1216 310 08:45 42 317 70 6 1464 4.8 0.4 70 6 1464 15 1 367 28 2 389 0.941 Le` SW 27th AVENUE SW 22nd STREET Northbound Eastbound Thru Righ RTOR ota Left Thru Righ RTOR App. Int. t ; Total t Total Total 108 747 10.9 75.7 108 747 28 182 08:30 34 192 71 61 987 7.2 6.2 71 61 987 21 14 245 11 15 252 0.979 197 1500 11.1 84.5 197 1500 49 401 61 17 1775 5354 3.4 1.0 61 17 1775 5354 14 5 469 1374 0.974 08:00 49 414 9 5 477 0 SW 27th AVENUE Out In Total 1020t 1 1128. 1 21481 1591 802'. RTOR Thru Lek H North 11111212002 08:00:00 1112/2002 08:45:00 i All Vehicles F4 Left Thru RTOR L 148 7471 132€ 1 1052j f 9571 [ 2039�i Out In Total SW 27th AVENUE r1 m w 0.930 Counter: 3077 Counted By: PCC Weather: Clear ether: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385 - 0777 Groups Printed- All Vehicles File Name : 2542CW©27AM Site Code : 25423077 Start Date : 11/12/2002 Page No : 1 7 SW 27th AVENUE Southbound SW 22nd STREET Westbound SW 27th AVENUESW Northbound 22nd STREET Eastbound Start!LeftThru Time Righ'RTOR tI App. Total ;eft Thru Azgh t RTOR APP' Total Left Thru ' Right 8704 APP•! eft1Thru Tota13 Rlgh t RTOR APP• Total lta Total Factor! 1.0 1.0 1.01 1.01 1.0 1.0 1.0! 1.0 1.0E 1.0 1.01 1.01 ? 1.0, 1.0 1.0 1.01 07:00 33 137 16 7 193 34 144 12 1 191 7 152 10 9 178 35 275 13 1 324 886 07:15 28 168 20 16 232 20 173 24 2 219 12 147 8 6 173 55 325 11 2 393 1017 07:30 35 172 11 15 233 40 200 10 5 255 16 178 15 14 223 39 396 20 5 460 1171 07:45 40 189 34 9 272 30 253 19 5 307 17 184 29 13 243 35 405 23 7 470 1292 Total 136 666 81 47 930 124 770 65 13 972 52 661 62 42 817t 164 1401 67 15 1647- 43666 08:00 08:15 08:30 08:45 Total Grand Total Apprch % 14.' Total 'S 3,1 15.1 40 49 40 38 167 189 209 202 202 802 303 1468 16 17 27 20 80 24 18 21 16 79 269 293 290 276 1128 48 41 41 42 172 298 310 291 317 1216 9 15 18 28 70 1 1 2 2 6 356 367 352 369 1464 20 26 34 26 106 165 162 192 188 747 25 21 11 14 71 12 14 15 20 61 161 126 2058 295 1966 135 19 2436 150 1408 133 103 7.8 6,1 12.2 51.5 5.5 0.8 8.9 78.0 7.4 1.7 1.3 21.2 3.0 20.4 1.4 0.2 25.1 1,6 14.5 1.4 242 245 252 248 987 1804 49 49 47 52 197 414 401 367 318 1500 9 14 20 18 61 5 5 4 3 17 477 469 438 391 I 1775 1344 1374 1332 1304 5354 361 2901 128 32 3422 9720 5.7 10.5 84.8 3.7 0.9 1.1 18.6, 3.7 29.8 1.3 0.3 35,2 SW 27th AVENUE Cut En Total 1923' r 2056 139511 287, 1468 303I RTOR Thai Left I North :11/1212002 07.00.00 11/1212002 08:45'00 j Alf Vehicles Left Thru RTOR t 160E 1408[ 2361 1924; L 1804, [ 37281 Out In Total SW 27th AVENUE Xr -: �E --O t T -1 a _ roI Ns Counter: 3077 13076 Counted By: PCC / DAB likeather: Cool ner: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385 - 0777 File Name Site Code Start Date Page No 22 � : 2542CW27PM :25423077 : 11/13/2002 :2 SW 27th AVENUE Southbound SW 22nd STREET Westbound SW 27th AVENUE Northbound Righ RTOR [ App • t ° Total Start Left Time ! Thru Righ I RTOR App. Total Left Thru Righ RTOR Total Left I Thru SW 22nd STREET Eastbound Left Thru! Righ RTOR Total Int. Total Peak Hour From Intersect ion Volume 145 Percent 12.9 Volume 145 Volume 38 Peak Factor 16:00 17:00 TO 757 67.3 757 175 17:45 155 14.7 165 51 - Peak 57 5.1 57 18 1 a 1124 189 9.9 1124 189 282 40 High Int. 17:15 17;00 Volume 39 215 43 12 309 55 Peak Factor • • 1647 70 7 1913137 844 24 86.1 3.7 0.4 13.5 83.0 2.4 1647 70 7 1913 137 844 24 440 14 1 4951 34 197 3 17:15 422 17 1 495 37 225 10 0.909 0.966 12 1.2 12 2 1017 1017 236 173 1461 108 19 1761 5815 9.8 83.0 6.1 1.1 173 1461 108 19 1761 5815 38 399 26 9 473 1486 0.978 17:30 6 278 39 399 26 0.915 mat CC SW 27th AVENUE Out In Total 1094? 1 1124; 22181 222 757' 145i RTOR Thru Left North 11/13/2002 17:00:00 11/13/2002 17:45:00 All Vehicles 4-1 Left Thru RTOR 1 1371 8441 361 1 1017] [ 20901 Out to Total SW 27th AVENUE 1 10731 9 473 0.931 Counter: 3077 / 3076 Counted By: PCC 1 DAB Weather: Cool her: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385 - 0777 Groups Printed- All Vehicles File Name : 2542CW27PM Site Code : 25423077 Start Date : 11/13/2002 Page No : 1 SW 27th AVENUE Southbound SW 22nd STREET Westbound ! SW 27th AVENUE ; Northbound SW 22nd STREET Eastbound Start 1 Aigh f 1 App. 1 Righ 1 RTOR I A"' Left Thru 1 Righ R70R l App' Left 1 Thru Righ 1 RTOR App. Left Thru RTCR Left Time I 1 i t Total; Thru t I Total t ; Total 1 t Total Total: Factor i 1 1 1 .0 1 1.0i 1 .0 1 1 1 .0 1 1 .0 ( 1 .0 ! 1.01 1.0 1.0 i 1 .0 i 1 .0 i 1 .0 1 1.0 = 1.0 I 1.0 c , .0 16:00 44 182 23 15 264 49 356 25 1 431 39 153 11 4 2071 48 324 36 2 410 1312 16:15 29 192 37 26 284 42 354 26 0 422 32 208 9 6 255 61 273 27 3 3641 1325 16:30 36 182 35 15 268 49 408 23 1 481 34 162 17 2 215 50 291 17 5 3631 1327 16:45 34 200 40 17 291 55 321 52 4 432 32 189 13 2 236 45 222 29 4 3701I 1329 rnta1 14:1 756 135 73 11071 195 1439 126 6 1766 137 712 50 14 9131 204 1180 109 14 1507 5293 17:00 17:15 17:20 17:45 Total Grand Total Apprch 5 Total 25 25 39 38 43 145 170 .215 175 197 757 35 43 51 36 165 14 12 18 13 57 288 1513 300 130 12.9 i 13.4 5.8 2.6 13.6 2.7 1.2 244 309 262 289 1124 2231 20.1 55 48 40 46 189 422 399 440 396 1647 17 18 14 21 70 5 1 0 7 495 470 495 453 1913 33 37 34 33 137 192 225 197 230 844 5 10 3 6 24 2 6 2 2 12 384 3086 196 13 3679 274 1556 74 26 10.4 63.9 5.3 0.4 14.2 80.6 3.8 1.3 3.5 27.8 1.8 0.1 33.1 2.5 14.0 0.7 0.2 232 278 236 I 271 1017' 44 48 39 42 173 366 317 399 379 1461 1930 377 2641 11.5 50.8 17.41 3.4 23.8 31 31 26 20 108 3 0 9 19 444 402 ' 473 I 442 1761 1415 1459 1485 1455 5815 217 33 22681 11109 0.3 29.4 11 6.6 2.0 SW 27th AVENUE Out In Total 2142j 1 223n j 43731 4301 1513! 238= RTOR Thn; Left 4-' ► North /13/2002 16.00.00 13/2002 17:45:00 All Vehicles Left Thru RT�OR 1 274I 1556; 100€ 1 L21471 r 19301 140771 Out In Total SW 27th AVENUE 19'71 �: 1 _fl o-I WI[.1t 1.0 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Counter: 3071 / 3076 Miami, Florida 33183 File Name : 2542-32©CWAM2 Counted By: DAB / IAN (305) 385 - 0777 Site Code : 25423076 Weather: Clear Start Date : 03/26/2003 �ther: Page No : 2 SW 32nd AVENUE SW 22nd STREET SW 32nd AVENUE Southbound 1 Westbound Northbound SW 22nd STREET Eastbound Start 1 Time Left' Thru R'gh t Peak Hour From 07:00 to 08:45 Intersect ion Volume Percent Volume Volume Peak Factor High Int. Volume Peak Factor • • 08:00 RTOR ITotal Left Thru Righ RTOR Peak 1 of 1 67 271 47 90 475 14.1 57.1 9.9 18.9 67 271 47 90 475 16 64 5 25 110 App. Total 135 1066 41 1 1243 10.9 85.8 3.3 0.1 135 1066 41 1 1243 37 278 13 0 328 08:00 08:45 21 81 12 15 129 29 321 11 Left Thru Righ RTOR App. Total 133 314 53 33 533 25.0 58.9 9.9 6.2 133 314 53 33 533 31 79 17 11 138 08:15 0 3511 38 93 7 2 140 0.921i 0.861s 0.952 Lef Thru Righ R70R App. Total Int. € Total 167 1765 71 11 2014 4265 6.3 87.6 3.5 0.5 167 1765 71 11 2014 4265 39 467 20 1 527 1103 0.967 O8:30 39 467 20 1 527 SW 32nd AVENUE Out In Total 1 5231 i 4 59931 137i 2711 57i RTOR Thru Left 4— =/ North 0312612003 08:00'.00 3312612003 08.45.00 #Al Vehicles Left Thru RTOR 1331 3141 861 5331 f 10211 Out In Total SW 32nd AVENUE 4681 0.955 Counter: 3071 / 3076 Counted By: DAB / IAN Weather: Clear ether: KANSPUK ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385 - 0777 Groups Printed- All Vehicles File Name : 2542-32©CWAM2 Site Code : 25423076 Start Date : 03/26/2003 Page No : 1 SW 32nd AVENUE Southbound SW 22nd STREET Westbound SW 32nd AVENUE i Northbound SW 22nd STREET Eastbound Stem Righ s Apa i RIgh RTOR App' Lett' Thru Righ I RTOR App. Left i Thru 813t1 RTOR App. tat. Time Left i Thru t RTOR Total Left Thru t Total= ti Total 1 t , Total Total Factor 1.0 ; 1 .0 1 1.0 1.0 l 1.0 f 1.0 1.0 I 1.0 1 i 1.0 i 1.0 1.0 1 1.0 1 1.0 ? 1.0 1.0 1 1 .0 1 07:00 9 47 11 20 87 18 140 3 2 163; 20 41 12 20 93 27 276 16 0 319 652 07:15 9 44 2 17 72 18 159 3 1 181 30 42 19 13 104 26 445 13 1 485 842 07:30 11 67 11 21 110 26 206 6 3 241 47 52 20 15 134 23 515 14 1 554 1039 07:45 14 65 10 18 107 34 258 8 2 302 27 60 15 7 109 29 492 7 0 528 1046 Total 43 223 34 76 376 96 763 20 8 887 124 195 66 55 440 105 1729 50 2 1886 3589 08:00 21 81 12 15 129 29 219 6 0 254 08:15 16 69 11 21 117 40 248 11 1 300 08:30 16 64 5 25 110 37 278 13 0 328 06:45 14 57 19 29 119 29 321 11 0 361 Total 67 271 47 90 475 135 1056 41 1 1243 Grand 110 494 81 156 851 231 1829 61 9 2130 Total ApprCh % 12. '1.0 9.5 19.5 10.8 85.9 2.9 0.4 Total 1.4 6.3 1.0 2.1 10.8 2.9 23.3 0.8 0.1 27.1 34 80 16 5 135 36 93 7 2 140 31 79 17 11 138 30 62 13 15 120 133 314 53 33 533 40 435 16 1 492 1010 47 440 19 4 510 1067 39 467 20 1 527 1103 41 423 16 5 485 1085 167 1755 71 11 2014 4265 257 609 119 86 973, 272 3494 121 13 3900 7854 26.4 52.3 12.2 9.0 I 7.0 89.6 3.1 0.3 3.3 6.5 1.5 1.1 12.41 3.5 44.5 1.5 0.2 49.7 SW 32ndAVENiJE Out in Total 8511 I 851 i 1702 C 247 494 1101 F1TOft Thru Lett North 03/26/2003 07.00:00 03)26/2003 08 45:00 Alf Vehicles 14 Len Thru RTOR 2571 509 207I l � 1 859! I 9731 1 18321 Out n Total SW 32nd AVENUE TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Counter: 3071 / 3076 Miami, Florida 33183 Fife Name : 2542-32©a CWPM Counted By: lAN / DAB (305) 385 - 0777 Site Code : 25423071 �Weather: Clear Start Date : 03/26/2003 ther: Page No : 2 SW 32nd AVENUE Southbound SW 22nd STREET SW 32nd AVENUE Westbound Northbound SW 22nd STREET Eastbound Start Left Thru Tlme Peak Hour From 16:00 to Lnt.er.sect. 16:00 ion Volume 77 326 85 65 Percent 13.4 56.9 14,9 14.8 Volume 77 326 85 85 Volume 21 79 22 22 Peak Factor, High Int. 16-:30 Volume 16 92 20 Peak Factor 1188 t 16:45 RTOR Peak App. Total 1 of 573 573 144 Let 1 Thru Rigt RTOR App. Total 191 1545 66 7 1809 10.6 85.4 3.6 0.4 191 1545 66 7 1809 50 394 16 0 460 16:15 22 160 50 394 16 0 460 0.955 0.983 eft Thru' Riga ]RTOR 143 325 24 31 27.3 62.1 4.6 5.9 143 325 24 31 38 89 7 7 16:15 38 89 Total Left 523 523 141 7 7 141 0.927 Thru Rigt R70R App. Int. Total Total 177 1248 92 22 1539 4444 11.5 81.1 6.0 1.4 177 1248 92 22 1539 4444 37 315 18 8 370 1123 0.989 16:30 50 322 21 5 398 ml� Q: s ''- SW 32nd AVENUE Out En Tntal 5751 1 573'. 111481 I 170! 3261 771 RTOR Thru Left 4 I-i North 03126/2003 15:00:00 p3126/2003 16.45:00 AO Vehicles F F* Left Thru RTOR I 1431 328i,55I 6311 ! 523 111541 Out In Total SW 32nd AVENUE m 1 w..c -1j Li `S�JIw (41 I O V El 73 m .--- co 1 r'""' IT ii ,m 0,967 Counter: 3071 / 3076 Counted By: IAN / DAB Weather: Clear iFther: • 77 SW 32nd AVENUE Southbound Start I p. Left I Thru 4i9h ! RTOR Total Time Factor i 1.0 1 1 .0 1 1 .0 1 1 .0 1 16:00 23 85 19 22 15:15 21 79 22 22 16:30 16 92 20 22 16:45 17 70 24 19 Total 77 326 85 85 Grand Total Appreh % 13.4 56.9 14.8 14.8 Total % 1.7 7.3 1.9 1.9 326 85 85 Left I Thru .9 j 1.0 149 I 47 368 144I`I 50 394 150.1- 47 -390 130 { 47 373 5731 191 1545 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385 - 0777 Groups Printed- All Vehicles SW 22nd STREET SW 32nd AVENUE Westbound Northbound Righ I RTOR I App. t I t Total Righ RTORI ATotal Left 1 .0 20 16 15 15 56 1.0 I 0 4 2 7 1 1.0 456 39 460 38 455 33 437 33 1809 143 5731 191 1545 66 7 1809 143 10.6 85.4 3.6 0.4 27.3 12.91 4.3 34.8 1.5 0.2 40.7 3.2 Thru 1.0 81 89 75 80 325 1.01 1.0 10 5 7 7 1 8 6 11 24 31 135 141 117 130 523 Left L File Name : 2542-32 c©CWPM-2 Site Code : 25423071 Start Date : 03/26/2003 Page No : 1 SW 22nd STREET Eastbound 1 Righ RTOR 1 APP. ; Int. Thru ; t , 1 Total Total' 1.0 1.0 1.0 t 1.0 49 299 24 1 373' 1113 37 315 18 6 378'. 1123 50 322 21 5 398 1121 41 312 29- 6 390; 1087 177 1248 92 22 1539', 4444 325 24 31 523 177 1248 92 22 1539 4444 62.1 4.6 5.9 11.5 81.1 6.0 1.4 ,I 7.3 0.5 0.7 11.8 4.0 28.1 2.1 0.5 34.6', SW 32nd AVeNUE Out In Total 5751 5731 [ 11481 ! ! 1701 3261 771 RTOR Thru Left � I 4 I North p312612003 16:00,00 103/26/2003 16:45:00 All Vehicles Fi Left 1 143 Thru RTOR 325i 551 } 6311 r 5231 11541 Out to Total SW 32nd AVENUE TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 File Name : 2542-32@22Tr AMB Counter: 3077 Miami, Florida 33183 Counted By: PCC (3 05) 385 - 0777 Site Code : 30773077 iikStart Date : 03/26/2003 Bather: Clear her: ENVB Posted Right Turn Only Page No : 2 Start Time SW 32nd AVENUE Sauthbound Left 1 Thru Right App. Total of 1 Peak Hour From 07:00 to 0845 Intersection 07:45 486 0 0 41 41 54 485 71 610 0 0 138 138 1285 Vrcent 14 5.447 42 0.0 0.0 100.0 8.9 79.5 11.6 0.0 0.0 100.0 Percent 2.8 84.0 8.5 41 41 54 485 71 510'I 0 0 138 135 1265 Volume 14 128 42 137 0 0 32 32 342 Volume 2 128 7 137 0 0 1": 11 18 119 25 1621 0 0 0.939 Peak Fh int. 0g:30 08:15 08:20 High int. 08:15 162 0 0 44 44 Volume 2 128 7 137 0 0 15 15 18 119 250.784 Peak Factor 0.905 0.683 0.941 - Left SW 22nd TERRACE Westbound Thru Right I App. Total SW 32nd AVENUE Northbound Left I Thru I Right App. Total SW 22nd TERRACE Eastbound Left I Thru I Right App. Int.? Total Tota • • SW 32nd AVENUE Cut !n Total 5261: f 496! f 10221 1 I 42i 440; 147 Right Thru Left 4 Wr ^• r—^ Flo r N. North ii,p ! H1 N _ 0. 4 --7j 03/25/2003 07:45.00 i �_I, o.. 03126/2003 08 30:00 IAI1 Vehicles t�1oip, rn ~u N 41 i Left Thru Right !, 54i 485! 71! L 1 1 5781 I, 5101 i 1188 Out In Total SW 32nd AVENUE Counter: 3077 Counted By: PCC Weather: Clear piDCher: EIWB Posted Right Turn Only Croups Printed Al! Vehicles SW 22nd TERRACE 1 SW 32nd AVENUE I SW 22nd TERRACE SW 32nd AVENUE 1 Westbound Northbound i Eastbound Southbound I A 1 I pp' Left Thru ' Right Pp - I o5a 1 Left Thru Right Total Total I Start Time I Lett Thru I Right 1 Total Left Thru Right ! TOtal'g I 1.0' 1.0 1.0i 1 1.0' 1.04 Factor 1 .0 1 .o i t .0 1 .0 0; I .0 ', 0 6 6� 3 85 4 92� 0 07 :15 1 69 6 70 ' 0 0 98 5 1 12 l 0 0 07:15 5 69 6 80 � 0 0 10 10 9 07:30 2 101 3 106; 0 0 12 12 5 123 11 139 0 0 07t45 4 101 10 176! 0 0 7 7 8 123 17 1461 0 0 Total 12 338 26 376 0 0 35 35 25 429 37 491 0 0 8I 14 116 13 145 0 0 34 34 08:00 4 28 13 1271 0 0 6 37 ` 0 0 11 11 18 119 25 162 I 0 0 32 32 08:15 2 128 70 44 44 08:45 4 101 12 113� 0 0 15 15: 14 125 16 155j 0 30 Tota5 2 149 113t 0 0 45 45 56 482 68 6061 0 0 140 140 Total 12 441 41 494 0 0 80 80 81 911 105 13971 0 0 212 212 Grand Total 24 779 67 870I 0 0 7.4 83.0 9.6 0.0 0.0 100.0 Apprah % 2.8 89.5 7.7 s 0.0 0.0 100.0 Total ,c 1.1 34.5 3.0 38.5I 0.0 0.0 3.5 3.5k 3.6 40.3 4.5 45.6i 0.0 0.0 9.4 9-4 1 SW 32nd AVENUE Out In Total 9911 I 870: 1 16611 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 File Name : 2542-32©22Tr-AMB (305) 385 - 0777 Site Code : 30773077 Start Date : 03/2612003 Page No : 1 671 779: 241 Right Thru Left •w FT w. S3r- lO North IQ'I i "- N G C -O -_: a3 IX r~ r Y :m p3/26/2003 07:00:00 :03/26/2003 08:45:00 All Vehicles Left Thai Ri ht 911s 105 9911 t097, { 2068Ti out In Total SW 32nd AVENUE 1.0 13 13 186 12 12 214 19 19 276 25 28 298 72 72 974 Total 1 314 342 331 296 1285 2259 Counter: 3077 Counted By: PCC Weather: Clear ° her: EfWB Posted Right Turn Only TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 File Name : 2542-32@22Tr-PMB (305) 385 - 0777 Site Code : 25423077 Start Date : 03/26/2003 Page No : 2 SW 32nd AVENUE Southbound SW 22nd TERRACE Westbound SW 32nd AVENUE Northbound SW 22nd TERRACE Eastbound Start Time Peak Hour From Intersection Volume Percent Volume Volume PeaK Factor High Int. Volume Peak Factor • • Left 16:00 16:00 15 2.4 15 5 Thru A Right) t41 Total to 16:45 - Peak 1 of 1 564 37 616 51.6 5.0 564 37 616 151 9 165 16:30 5. 151 9 165 0.933 Left; Thru Right 0 0 86 0.0 0.0 100.0 0 0 66 0 0 21 Total 56 86 21 16:45 0 0 24 24 0.896 APP.. Left Thru Right 1 Total. Left i Thru i Right App. Int. Total Total 64 453 63 590 0 0 127 127 10.8 76.5 10.7 0.0 0.0 100.0 64 463 63 590 0 0 127 127 17 117 12 146, 0 0 32 32 16:15 .1E:00 17 118 17 1520 40 40 0.970. 0.794 m <v ciicql a ¢ ~L_ _ �_.i 1- ti SSW 32nd AVENUE Out in Total 1 549 [ 6161 11165i 37, 564: 1-51 Right Thai Left North b3/2612003 16:00.00 03/26/2003 16 45:00 All Vehicles F4 Left Thru Right 641 463i 631 F I 6911 f 590i 1 12811 Out In Total SW 32nd AVENUE 1419 1419 364 0.975 Counter: 3077 Counted By: PCC Weather: Clear Other: E/WB Posted Right Turn Only TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385 - 0777 Groups Printed- Ail Vehicles File Name : 2542-32©22Tr-PME Site Code : 25423077 Start Date : 03/26/2003 Page No : 1 SW 32nd AVENUE Southbound SW 22nd TERRACE Westbound SW 32nd AVENUE Northbound SW 22nd TERRACE Eastbound Start Time Left Thru Right A"' Total Le't 1 1 Thru j Right € App. Left 1 Total Thru l Right , ApP. Total Left Thru Right f App. Total i lta1 Total l Factor 1.0I 1.0 1.0I 1.0i 1.01 1.0i 1.0€ 1.01 1.0 1.0 i 1.0 1.0E f 16:00 2 140 12 154 0 0 18 18 15 119 15 149 0 0 40 40 361 16:15 1 141 6 148 0 0 23 23 17 118 17 152 0 0 30 30 353 16:30 5 151 9 165 0 0 21 21 17 117 12 146 0 0 32 32 364 16:45 7 132 10 149 0 0 24 24. 15 109 19 143 0 0 25 25 341 Total _ -15 564 - 37 616 9 0 86 86-I 64 463 - 63 - 590 - 0 0 127 127 1419 Grand Tot3l 15 564 37 Apprch 96 2.4 91.6 6.0 Total 96 1.1 39.7 2.6 43.4 516 0 0 86 8664 463 63 590 0 0 127 127 1419 0.0 0.0 100.0 10.8 78.5 10.7 0.0 0,0 100.0 0.0 0.0 6.1 6.1 4.5 32.6 4.4 41.6 0.0 0,0 8.9 8.9 of ` ENl rna JM SW 32nd AVENUE Out In Total 5491 1 616I 11165i 37li 564' 15J Right Thru Left 03/26/2003 16:00.00 53312672003 15:4 5'.00 All Vehicles Left Thru Right 64; 463: 63 i 6911 r 12811 Out In Total SW 32nd AVENUE Percent Counter: 3077 / 3076 Counted By: PCC / DAB ather: Cool her: TRANSPORT ANALYSIS PROFESSIONALS, inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385 - 0777 File Name : 2542CW37AM Site Code : 25423077 Start Date : 11/14/2002 Page No : 2 SW 37th AVENUE SW 22nd STREET SW 37th AVENUE Northbound SW 22nd STREET Eastbound Start Time Le` t Thr u Rig ht i R70j APB' rota to i Lef r Thr u Bea' Rig Ria "; 3 hti RTO R ! Apt. Tota 1, Lef t Be r Lef t Thr u Rig ht 1 RT0 R. [ A'op' Tota l da r3 di Let 1 tI 1 Lef + Thr u Rig ht RTO R Tota Tots I Peak Hour From 07;00 Intersec tion 08:00 to 08:45 • Peak Volume 245 955 64 0 1264 10 75. 4 6 Volume 245 955 64 0 1264 Volume 57 259 16 0 332 Peak Factor High Int. Volume 57 25S 16 0 332 Peak 0.95 Factor 2 • • 08:30 5,1 0.0 of 167 13. 6 167 52 08:45 585 75 232 55g 6.1 189 685 75 232 165 14 55 67 1226 5.5 67 1226 11 297 42 178 14 67 16 317 0.96 7 8.1 93 20 812 71, 0 93 20 812 27 2 192 1.7 214 5 1144 18. 7 214 60 0.4 2 87 0.2 5 1144 I 2 1 282 0 08:15 26 7 215 56 2 3061 0.93, 51 7.5 87 103 0 89. 3 103 0 16 289 8 1 314 1225 0.977 33 2.9 2 1154 4788 0.2 33 2 1154 4768 08:30 0 16 285 8 MERR1CK WA?' z tea` 1 } SW 37th AVENUE Out In Total 1198; [ t25a I7 2462' 1 54i 955245 RTOR Thru Left North 01/14/2002 08,00.00 11/ 4/2002 oa45,00 All Vehic€es sl i Behr r4 Left Left Thw RTOR 93i 20i 8121 2191 L 1157i i 11441 123611 Out In Total SW 37th AVENUE 314 0.91 9; Counter: 3077 / 3076 Counted By: PCC / DAB Weather: Cool her: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385 - 0777 roues Printed- All Vehicles File Name : 2542CW37AM Site Code : 25423077 Start Date : 11/14/2002 Page No : 1 SW 37th AVENUE Southbound SW 22nd STREET Westbound SW 37th AVENUE Northbound SW 22nd STREET Eastbound I Sea ' 1 Bea 1 Har 1 Start Lef Thr Rig RTO App. I Lef Iota 1 Thr r Rig RTO APP. Tota Lef r Thr 1 Rig Rio Apo. Tata d I Lef Lef ! t' Thr l Rig u, ht RTO R! App. Tota Int. Tota Time t I u ht i R 1 t u; Rig I ht htl. i R i t Lef t u i ht 8 1 tl 1 1 Factor' 1.0> 1,0 1.0` 1.0I 1.0 1.0 1.0 1.01 1.0 1.0 1.0 1.0 1.0 1,0 1.011.0 1.0i 1.0E 1.0 07:00 33 173 13 0 219! 38 120 3 30 12 203 12 0 129 39 4 184 0 14 245 5 1 265 871 07:15 49 182 19 0 250 29 112 9 23 9 182 11 1 162 56 3 233 0 19 270 2 0 291 956 07:30 53 184 13 0 250 38 155 7 34 23 257 24 1 165 50 3 243 1 23 269 8 1 302 1052 07:45 62 220 17 0 2991 44 191 13 44 24 316 15 3 179 55 2 254 0 29 273 5 0 307 1176 Total 197 759 62 0 08:00 08:15 38:30 08:45 63 57 57 68 240 226 259 230 10 22 15 16 1018 149 578 32 131 68 958 62 O 313 O 305 O 332 O 314 Total 245 64 0 12641 Grand Total Apprch % Total Ts • 5 635 200 12 40 173 20 59 12 304 15 7 202 44 2 33 169 27 51 28 308 25 7 215 56 2 52 165 14 55 11 297 27 2 192 60 1 42 178 14 67 16 317 24 4 203 54 0 167 685 75 232 67 1226 93 20 812 214 5 442 171 126 0 2282 316 �23 107 363 135 2184 155 25 194 75' 5.5 0.0 14' S7 4.9 6� 6.2 1 7.5 1.2 5.0 19. 1.4 0.0 25.8 3.5 14. 1.2 4.1 1.5 24.71 1.8 0.3 144 7 70. 20. 3 16, 4 914 271 306 282 285 1144 414 17 2058 0 0 85 24 24 16 23 2 87 3 172 0.8 0.1 4.7 0.2 23.3 0.0 7.4 1.9 7 251 253 289 227 103 0 208 7 90. 0 23. 6 tERR€CK WAY �c 0.1 t..'I -J r SW 37th AVENUE Out In Total 1 2117', 12252 43W 1 126; 1714i 442'- RTOR Thru Left North 11/14/2002 07.00 00 11/14/2002 08:45:00 All Vehicles I Bear I Lef Left Thru RTOR 1 1651 25f 14471 4311 € 20871 C 2058' L41451 Out In Total SW 37th AVENUE 20 2 5 0 11 0 8 1 9 1 1165 281 298 314 i 261 1. 4055 1169 1217 1225 1177 33 2 1154i 4788 53 4 2319: 8643 2.3 0.2 0.6 0.0 26.2', 17:30 Percent Counter: 3077/3076 Counted By: PCC / DAB eather: Clear ther: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385 - 0777 File Name : 2542CW37PM Site Code : 25423077 Start Date : 11/14/2002 Page No : 2 SW 37th AVENUE Southbound SW 22nd STREET Westbound SW 37th AVENUE Northbound SW 22nd STREET Eastbound Start Lef Time f t Thr Rig! RTC u I ht 1 R 1 Togta Lef t Rea Thr r u Right 5t Rig 1 RTOE Togta i 1 Rea Lef r Lef �� t € Thr u Rig RTO tit R Har [ App.8 € Lef Tofa [ Left t 1� tr Thr u 1 Rig R,0 Mt R 1 App. Iota En,, Tote Peak Hour From 16:00 Intersec tion 17:00 Volume 274 20. 72. 3 6 Volume 274 979 94 2 1349 Volume 70 268 28 0 366 Peak Factor High Int. Volume 70 268 28 0 366 Peak 0.92 Factor 1 to 17:45 Peak 979 94 2 1349 0.1 of 282 15. 9 282 74 17:45 101 7 57. 3 101 7 252 189 10. 6 189 52 232 13, 1 232 60 56 1776 3.2 56 1776 10 448 73 263 59 57 11 463 0.95 9 119 23 811 164 10. 2.0 71. 45 1.2 119 23 811 164 14 1131 23 5 216 32 8 284 17:00 27 7 222 44 2 302 0.93 6 14 1131 1 0.1 110 10. 82, 3 2 • 110 B74 75 3 1063. 5319 28 216 21 1 257' 1365 0.974 1 874 75 3 10631 5319 7.1 0.3 17:00 0 16 245 17 1 279 0 .95 3' r,1ERRICK VVAY \a 0 `1- SW 37th AVENUE Out In Tota[ 1209 1 134R1 1 2558 86', 979' 274: RTOR Thru Left 1 L North 11./ 4/2002 1 7:09:00 11/14!2002 17:45:00 A8 Vehicles 0-1 4i 47 Bear j r Left Left Thru RTOR 119€ 23: $11; 1781 1 f 1 1339; 1 11311 [ 2470, Out In Total SW 37th AVENUE m €�€o !O al Counter: 3077 13076 Counted By: PCC / DAB Weather: Clear •th er: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385 - 0777 Groups Printed- All Vehicles File Name : 2542CW37PM Site Code : 25423077 Start Date : 11114/2002 Page No : 1 SW 37th AVENUE Southbound SW 22nd STREET Westbound i SW 37th AVENUE Northbound SW 22nd STREET Eastbound Start Time Lef t Thr u Rig ht 1 RTO i RI I App' Tota 1 i Lef t 1 J Bea Thr j r 3 u; Rig l ht I Rig RTO ht R! • Ap"" Tcta j l; Lef t Bea r ' Thr I Lef 1 u t Rig ht ! RTO R App. Tota 1', tar d Lef ' t {„s-F t Thr i Rig I RT0 E u' ht ' R App. Tata l Int. 1 iota 1 Factor': 1.0 1.0 1.0 1.0 1.0 1.01 1.0I 1.0= 1.0- 1.0 1.0I 1.0 1.0 1.0 1.0i 1.0 1.0 i 1.0I 1.0'; 16:00 16t.1.5. 16:30 15:45 50 59 59 55 209 21.9. 214 205 29 29 26 30 0 0. 0 0 Total 233 847 114 0 17:00 17:15 17:30 17:45 62 78 70 64 251 234 268 226 29 18 28 19 0 0 296 307 299 290 61 57 61 64 1194 243 343 330 366 310 67 68 74 73 Total 274 9-^ 94 2 1349 j 282 Grand Total Appreh Total % 4.9 507 19. 162 6 71. 9 8 17. 6 208 2 25431 525 14. 9 2.0 0.0 24.5 15.1 8.2 0.1 264 272 277 263 107 6 259 243 252 263 101 7 209 3 59. 4 20. 1 20 41. 37 33 65 13 63 .17. 65 15 50 12 423 450. 455 422 25 34. 30 33 3 195 3 21a 2 215 3 200 48 0 271 33 1 . 289. 24 0 271 37 2 275 131 243 57 1750 122 11 828 142 3 1106 26 50 52 59 54 61 60 57 17 18 10 425 440 448 453 27 34 23 35 7 3 5 8 222 189 216 194 44 42 32 46 189 232 56 1776': 119 23 811 154 320 475 173 3525 241 34 9.1 '35 3.2 108 1.5 3.1 4.5 1.1 33.9 2.3 0.3 2 3 8 14 302 271 284 274 0 2 0 0 0 26 30. 23 31 195 198 213 230 10 29 17 17 2 2331 2 ...2501 0 254! 0 278! 1225 1306 1279 1265 110 636 73 4 1025E 5075 16 37 28 29 245 224 216 189 17 17 21 20 1 279 1349 1 279 1320 1 267 1365 0 236 1285 1131 ! 1 110 874 75 3 1063 5319 163 171 306 17 2237I 3 220 148 7 2088, 73. 13. 10' 87. 0.8 0.1 7.1 0.3 3 7 5 9 758 16. 2.9 0.2 21.5`; 0.0 2.1 1.4 0.1 20.1: MERR€CK WAY SW 37111 AVENUE Out In Total 2447 25431 49907 210: 1826 5071 RTCR Thru ter, 4-' L-f North n 1 n 4/2002 16:00:00 11,1412002 17:45:00 AN Vehicles Left 241 Bear 1-*Left Thru RTOR 34j 1639: 323: 25064 ! 22371 ( 4743; Out In Total SW 37th AVENUE 0) 10 rn 039 4 • APPENDIX B CAPACITY ANALYSE S • SHORT REPORT Genera[ Information Site information Ikaiyst RPE/TAP Agency or Co. Date Performed 04/10/03 Time Period AM Peak Intersection SW 27th Ave & Coral Way Area Type All other areas Jurisdiction Analysis Year 2002 Existing Volume and Timing Input EB W B NB SB LT TH RT LT TH RT LT TH RT LT TH RT Nurn. of Lanes 1 2 1 1 2 1 1 2 1 1 2 1 Lane group LT R L T R L T R LTR Volume (vph) 197 1500 78 172 1216 76 108 747 132 167 802 159 °/a Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 PHF 0.93 0.93 0.93 0.94 0.94 0.94 0.98 0.98 0,98 0.96 0.96 0.96 Actuated (PIA) A PP A PP A A A A A A Startup [ost tin._ 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 PedIBike/RTOR Volume 0 17 0 6 0 61 0 79 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN ONNO NNON Parking/h r Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0 it Extension 3.0 3.0 3.0 3.0 3.0 3.0 3,0 3.0 3.0 3.0 3.0 3.0 hasing ( Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 Timing G= 6.0 G= 64.0 G= G= G= 8.0 G= 28.0 G= G= Y= 3 Y= 4 Y= Y.- Y= 3 Y= 4 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 120.0 i_ane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 212 1613 66 183 1292 74 110 763 73 174 834 83 Lane group cap. 200 1887 853 152 1887 853 182 826 373 182 826 373 v/c ratio 1.06 0.85 0.08 1.20 0.68 0.09 0.60 0.92 0.20 0.96 1.01 0.22 Green ratio 0.61 0.53 0.53 0.61 0.53 0.53 0.32 0.23 0.23 0.32 0.23 0.23 Unit delay di 20.2 24.0 13.6 32.9 20.6 13.7 32.4 45.0 37.0 36.2 46.0 37.2 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.19 0.44 0.11 0.47 0.50 0.11 Increm. delay d2 80.4 5.2 0.2 138.2 2.0 0.2 5.6 15.9 0.3 53.8 33.7 0.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 100.6 29.2 13.8 171.1 22.6 13.9 38.0 60.8 37.2 90.0 79.7 37.5 Lane group LOS FCBF C 5 D E D F E D Apprch. delay 36.7 39.8 56.4 78.2 Approach LOS 0 D E E `tersec. delay 49.2 Intersection LOS D CS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 c SHORT REPORT General Information Site Information alyst RPE/TAP gency or Co. Date Performed 04/10/03 Time Period AM Peak Intersection SW 27th Ave & Coral Way Area Type All other areas Jurisdiction Analysis Year 2004 No Site Volume and Timing Input EB WB NB SS LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 1 1 2 1 1 Lane group L T R L T R L T R L T R Volurne (vph) 211 1609 84 184 1304 82 116 801 142 179 860 171 % Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 P H F 0.93 0.93 0.93 0.94 0.94 0.94 0.98 0.98 0.98 0.96 0.96 0.96 Actuated (P/A) APP A PPA A A A A A Startup lost tin. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/BikeiRTOR Volume 0 17 0 6 0 61 0 79 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN ONNO NNON Parkingfhr Bus stops/hr 0 4 0 0 4 0 0 2 0 0 2 0 nit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 'Knit E Excl. Left EW Perm ] 03 I 04 Excl. Left NS Perm 07 08 G= 6.0 G= 64.0 G= G= G= 8.0 G= 28.0 G= G= Timing Y Y= 3 Y= 4 Y= Y= Y= 3 Y= 4 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 120.0 Lane Group Capacity Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 227 1730 72 196 1386 81 118 818 83 186 894 96 Lane group cap. 177 1873 853 152 1873 853 182 823 373 182 823 373 v/c ratio 1.28 0.92 0.08 1.29 0.74 0.09 0.65 0.99 0.22 1.02 1.09 0.26 Green ratio 0.61 0.53 0.53 0.61 0.53 0.53 0.32 0.23 0.23 0.32 0.23 0.23 Unit delay di 24.9 25.8 13.7 34.4 21.6 13.8 32.5 45.9 37.2 35.8 46.0 37.5 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.23 0.50 0.11' 0.50 0.50 0.11 Increm. delay d2 163.1 9.2 0.2 170.6 2.7 0.2 7.8 29.8 0.3 •. 72.6 57.4 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 188.0 34.9 13.9 205.0 24.3 14.0 40.4 75.7 37.5 108.4 103.4 37.9 D Lane group LOS F C B F C B D E D F F Apprch. delay 51.3 45,1 68.5 98.9 Approach LOS D D E F igiptersec. delay 62.0 intersection LOS E 52000TM Copynghi © 2000 University of Florida. All Rights Reserved ersEon . SHORT REPORT 'General Information Ualyst gencncy or Co. Date Performed Time Period RPEITAP 04/10/03 AM Peak Site information Intersection Area Type Jurisdiction Analysis Year Volume and Timing Input Num. of Lanes Lane group LT 1 EB TH 2 RT 1 LT 1 WB TH 2 RT SW 27th Ave & Coral Way All other areas LT 1 2004 With Site NB TH I RT 2 SB LT TH 1 1 2 Volume (vph) Heavy veh PHF L T 220 R 1620 84 1 2 1 L T R L 184 1305 82 116 1 2 1 1 0.93 0.93 0.93 0.94 Actuated (P/A) Startup lost tin Ext. eff. green Arrival type Unit Extension 0.94 0.94 0.98 A PP APP 2.0 2.0 2.0 2.0 3 3 3.0 3.0 A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 3 3 3.0 3.0 3.0 3.0 3.0 T R L RT 1 T R 801 142 179 860 172 2 1 1 2 1 0.98 0.98 0.96 0.96 0.96 A A A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 3 3 3.0 3.0 Ped!Bike/RTOR Volume ane Width Parking/Grade/Parking Parking/hr 0 12.0 12.0 0 17 0 6 12.0 12.0 12.0 N 0 12.0 0 12.0 12.0 N 0 3.0 61 0 3.0 3. 79 12.0 12.0 12.0 12.0 NNON Bus stopsfhr Oft Extension asing Timing 3.0 3.0 Excl. Left EW Perm I 03 G= 6.0 G= 64.0 G= Y= 3 Y= 4 Duration of Analysis (hrs) = 0.25 Y= 3.0 0 4 3.0 3.0 Y= 0 0 0 0 3.0 3.0 3.0 3.0 04 I Excl. Left I G = 8.0 Y= 3 NS Perm I 07 G = 28.0 G Y= 4 IY= 0 3,0 Cycle Length C = 120.0 3.0 08 G= 0 3.0 Lane Uroup.,opacity, �.uli1.1'Ji i..Giciy, r..1.. EB ........... .,.,.._ - f WB J NB SB Adj. flow rate 237 1742 72 196 1387 81 118 818 83 186 894 97 Lane group cap. 177 1.34 1873 0.93 853 0.08 152 1.29 1873 0.74 853 0.09 182 0.65 826 0.99 373 0.22 182 1.02 826 1.08 373 0.26 vfc ratio Green ratio 0.61 0.53 0.53 0.61 0.53 0.53 0.32 0.23 0.23 0.32 0.23 0.23 Unif. delay d1 25.1 25.9 13.7 34.6 21.6 13.8 32.5 45.9 37.2 35.8 46.0 37.5 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.23 0.49 0.11` 0.50 0.50 0.11 Increm. delay d2 185.6 9.8 0.2 170.6 2.7 0.2 7.8 28.8 0.3 : 72.6 56.0 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 210.7 F 35.7 D 13.9 8 205.2 F 45.1 24.3 C 14.0 B 40.4 D 1 67.7 74.7 E 37.5 D 108.4 F 102.0 F 97.7 37.9 D Lane group LOS Apprch. delay 55.1 Approach LOS E 0 Intersection E LOS F E ,diktersec. delay 62.9 52000TM Copyright © 2000 University of Fkorida, AU Rights Reserved SHORT REPORT General Information litaiyst glency or Co. Date Performed Time Period RPEITAP 04/10/03 PM Peak Site Information Intersection SW 27th Ave & Coral Way Area Type All other areas Jurisdiction Analysis Year 2002 Existing Volume and Timing Input Num. of Lanes EB LT TH 1 Lane group L Volume (vp % Heavy veh 1 2 P H F 0.93 0.93 0.93 0.97 0.97 0.97 0.92 0.92 0.92 0.91 PP A A A A A A 2 T WB NB SB RT LT TH RT 1 2 R L T 1 R TH RT LT TH 2 1 T R 1 2 T R Actuated (P/A) Startup lost t Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width 173 146 A P 2.0 2.0 2.0 3 3.0 0 2.0 3 3.0 12.0 12.0 27 189 1647 77 1 1 2 1 P 2.0 2.0 3 3.0 19 A 2.0 2.0 3 3.0 0 12.0 12.0 LT 1 L 137 844 36 14 757 222 2 1 1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 3.0 3.0 3.0 7 0 2 0.91 1 0.91 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3.0 3.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking ParkingThr 0 N 0 12 12.0 2.0 2.0 2.0 3 3.0 0 12.0 3 3 3.0 3.0 57 12.0 12.0 N N 0 NNON Bus stops/hr 0 4 0 0 0 0 0 0 0 it Extension 3.0 3.0 3.0 3.0 3.0 3,0 asing Excl. Left EW Perm 03 04 Excl. Left G= 8.0 G= 65.0 G= G= G= 7.0 Timing Y= 3 Y= 4 Y= Duration of Analysis (hrs) = 0.25 Y= Lane Group Capacity Control Delay, and LOS EB Ad i flow rate Lane group cap. v/c ratio 186 1571 116 182 1902 866 196 182 3.0 3.0 NS Perm 3.0 G= 26.0 G= Y= 3 Y= 4 tY= Determination WB 1705 72 1902 866 150 167 3.0 07 Cycle Length C = 120.0 NB 922 26 160 767 346 167 3.0 G jY= SB 833 767 08 3.0 182 346 1.02 0.83 0.13 1.08 0.90 0,08 0.90 1.20 0.08 0.96 1.09 0.53 Green ratio 0.63 0.54 0,54 Unif. delay di 37.1 22.8 Delay factor k 0.50 0.50 13.6 0.63 0.54 35.7 24.5 0.50 0.50 0.54 13.2 0.50 0.50 0.30 0.22 0.22 0.30 36.1 47.0 37.4 37.5 0.42 0.50 0.22 0.22 47.0 41.6 0.11' 0.47 0.50 0.13 increm. delay d2 PF factor Control delay 72.6 4.3 Lane group LOS Apprch. delay 1.000 109.7 1.000 27.1 0.3 88.7 7.1 0.2 1.000 1.000 1.000 1.000 13.9 124.4 F C 8 F 31.6 C 13.4 41.8 103.2 0.1 1.000 1.000 1.000 77.9 150.2 F 37.5 57.1 58.4 1.5 1.000 1. 000 1.000 94.7 105.4 43.0 F 0 34.5 40.2 137.7 94.3 Approach LOS atersec. delay 52000TM C 66.3 0 F Intersection LOS F E Copyright C© 2000 University of Florida, Ali Rights Reserved Version 4,1 c SNORT REPORT General Information Site Information knalyst RPE/TAP gency or Co. Date Performed 04/10/03 Time Period PM Peak Intersection SW 27th Ave & Coral Way Area Type All other areas Jurisdiction Analysis Year 2004 No Site Volume and Timing Input EB WB N8 SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume (vph) 186 1589 136 203 1767 83 147 905 39 156 812 238 % Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 PHF 0.93 0.93 0.93 0.97 0.97 0.97 0.92 0.92 0.92 0.91 0.91 0.91 Actuated (P/A) APP A PP A A A A A A Startup lost tir 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 19 0 7 0 12 0 57 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN 0 N N 0 NNON Parking/hr Bus stops/hr 0 4 0 0 4 0 0 0 0 0 0 0 nit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 hasing Excl. Left 1 EW Perm 03 04 Excl. Left NS Perm 07 08 G= 8.0 1 G = 65.0 G= (G= G= 7.0 G= 26.0 G= G= Timing Y= 3 Y= 4 Y= IY= Y= 3 Y= 4 Y= Y= Duration of Analysis (hrs) = 0.25 1 (Cycle Length C = 120.0 Lane Group Capacity Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 200 1709 126 210 1829 79 161 989 30 172 893 199 Lane group cap. 182 1902 866 182 1902 866 167 767 346 167 767 346 v/c ratio 1.10 0.90 0.15 1.15 0.96 0.09 0.96 1.29 0.09 1.03 1.16 0.58 Green ratio 0.63 0.54 0.54 0.63 0.54 0.54 0.30 0.22 0.22 0.30 0.22 0.22 Unit. delay di 38.6 24.6 13.7 37.2 26.3 13.3 37.7 47.0 37.5 38.4 47.0 42.1 Delay factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.47 0.50 0.1 1. 0.50 0.50 0.17 Incrern. delay d2 95.6 7.2 0.4 114.2 13.4 0.2 58.8 140.0 0.1 . 77.7 87.9 2.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 134.2 31.8 14.0 151.4 39.7 13.5 96.5 187.0 37.6 116.2 134.9 44.4 Lane group LOS F C 8 F D B F F D F F D Apprch. delay 40.8 49.8 170.8 118.1 LOS D D F F Lnpproach ltersec. delay 81.7 Intersection LOS F CS2000rm Copyright © 2000 University of Florida, All Rights Reserved Version 4, t C Timing Duration of Anal SHORT REPORT General Information ilipi alyst gency or Co. Date Performed Time Period RP.E/TAP 04/10/03 PM Peak Site Information Intersection Area Type Jurisdiction Analysis Year SW27thAve& Coral Way All other areas 2004 With Site Volume and Timing input Num. of Lanes ane group EB LT TH RT 1 2 1 WB LT TH RT 1. 2 1.. NB SB LT TH RT LT TH 2 1 1 2 RT 1 L T R L T R L T Volume (vph) % Heavy veh HF Actuated (PIA Startup Jost tir° Ext. eff. green Arrival type Unit Extension PedBike/RTOR Volume Lane Width 192 1596 136 203 1788 2 0.93 0.93 A P 1 1 2 83 147 1 1 0.93 0.97 0.97 0.97 0.92 P A 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 3.0 3.0 3.0 0 19 2.0 2.0 3 3.0 P P R L R 905 39 156 812 239 2 1 1 2 1 0.92 0.92 0.91 A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 3 3 3.0 3.0 3.0 7 0 3.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 3.0 A 2.0 2.0 3 3.0 12 0 0.91 0.91 A 2.0 2.0 3 3.0 12.0 12.0 12.0 A 2.0 2.0 3 3.0 57 12.0 Parking/Grade/Parking Parking/hr Bus stops/hr litit Extension 3.0 N 0 4 N 0 0 N N 0 0 0 3.0 asing Excl. Left EW Perm 03 G 8.0 G= 65.0 G= Y= 3 Y 4 sis (hrs) = 0.25 3.0 3.0 3.0 3.0 04 Excl. Lef G= G= 7.0 Y= Y 3 3.0 3.0 3.0 NS Perm 07 3.0 3.0 3.0 G= 26.0 G- G= Y= 4 Y= IY C cle Len in C = 120.0 08 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 206 716 126 210 1851 79 161 989 30 172 893 200 Lane group cap. v/c ratio Green ratio Unif. delay di 182 1902 866 182 1902 866 167 767 346 167 767 346 1.13 0.63 38.7 0.90 0.54 24.7 0.15 1.15 0.54 13.7 Delay factor k 0.50 0.50 0.63 0.97 0.54 37.2 26.7 0.09 0.96 0.54 0.30 13.3 37.7 1.29 0.22 47.0 0.09 0.22 37.5 1.03 0.30 38.4 1.16 0.22 47.0 0.58 0.22 42.1 0.50 0.50 0.50 0.50 0.47 0.50 0.11' 0.50 0.50 0.17 Increm. delay d2 PF factor 106.6 7.5 0.4 114.2 15.2 0.2 58.8 140.0 0.1 77.7 87.9 2.4 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 145.3 32.1 Lane group LOS Apprch. delay F C 42.4 14.0 151.4 41.9 13.5 96.5 187.0 37.6 116.2 134.9 44.5 Approach LOS CS2000TM delay CS2000TM 0 0 82.6 Intersection LOS Copyright © 2000 University of Florida, A!l Righ s Reserved Version 4.1 c SHORT REPORT 1 General Inforrrsation Site Information alyst RPEJTAP gency or Co. Date Performed 04/11/03 Time Period AM Peak Intersection SW 32nd Ave & Coral Way Area Type All other areas Jurisdiction Analysis Year 2003 Existing Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 3 0 1 2 0 1 1 1 Lane group L T R L TR L TR L T R Volume (vph) 167 1765 82 135 1066 42 133 314 86 67 271 137 Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 P H F 0.95 0.95 0.95 0.86 0.86 0.86 0.95 0.95 0.95 0.92 0.92 0.92 Actuated (PIA) APR A PPA A A A A A Startup lost tin-. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. ef. reen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/BikeiRTOR Volume 0 11 0 1 0 33 0 90 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN ONNO i N N 0 N Parking/hr Bus stops/hr 0 4 0 0 4 0 0 0 0 0 it Extension 3.0 3.0 3.0 3.0 3.0 I 3.0 3.0 3.0 3.0 3.0 asins Excl, Left EW Perm 03 04 Excl. Left I NS Perm 07 08 G= 7.0 G= 67.0 G= IG= G= 7.0 jG= 23.0 ;G= G= Timing Y= 3 Y= 5 Y-. IY= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 i Cycle Length C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adi. flow rate 175 1848 74 157 1286 140 386 73 294 51 Lane group cap. 267 1960 893 166 2810 168 665 216 357 306 v/c ratio 0.66 0.94 0.08 0.95 0.46 0.83 0.58 0.34 0.82 0.17 Green ratio 0.64 0.56 0.56 0.64 0.56 0.28 0.19 0.28 0.19 0.19 Unif. delay di 11.3 24.7 12.3 36.3 15.7 41.3 44.1 33.6 46.6 40.5 Delay factor k 0.23 0.50 0.50 0.46 0.50 0.37 0.17 0.11 0.36 0.11 Increm. delay d2 5.7 10.7 0.2 53.9 0.5 28.7 1.3 0.9 14.4 0.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 17.0 35.4 12.5 90.2 16.3 69.9 45.4 34.5 61.0 40.8 Lane group LOS B D B F B E D C E D Apprch. delay 33.1 24.3 51.9 53.9 Approach LOS C C D D gig ersec. delay 34.4 intersection LOS C l 4" ' 520007m Cepyrighf C 2000 University of Florida. All Flights Reserve Version . c SHORT REPORT General Information Site Information ,natystRPE/7"AP gency or Co. Date Performed 04/11/03 Time Period AM Peak Intersection SW 32nd Ave & Coral Way Area Type All other areas Jurisdiction Analysis Year 2004 No Site Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 3_ 0 1 2 0 1 1 1 Lane group L T R L TR L TR L T R Volume (vph) 174 1855 85 152 1203 68 138 327 94 80 282 143 % Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 PHF 0.95 0.95 0.95 0.86 0.86 0.86 0.95 0.95 0.95 0.92 0.92 0.92 Actuated (P/A) A P P A P P A A A A A A Startup lost tic: 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 11 0 1 0 33 0 90 Lane Width 12.0 12.0 12.0 72.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N ONNO NNON Parking/hr Bus stops/hr 0 4 0 0 4 0 0 0 0 0 ,nitExtension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 basing Excl. Left EW Perm 03 04 Excl. Left I NS Perm 07 08 Timing G= 7.0 G= 67.0 G= IG= G= 7.0 IG= 23.0 G= G= Y= 3 Y= 5 Y= IY= Y= 3 IY= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adi. flow rate 182 1942 77 177 1475 145 407 87 306 58 Lane group cap. 228 1960 893 166 2803 167 663 208 357 306 v/c ratio 0.80 0.99 0.09 1.07 0.53 0.87 0.61 0.42 0.86 0.19 Green ratio 0.64 0.56 0.56 0.54 0.56 0.28 0.19 0.28 0.19 0.19 Unif. delay di 13.7 26.2 12.3 38.3 16.6 41.1 44.4 33.9 46.9 40.7 Delay factor k 0.34 0.50 0.50 0.50 0.50 0.40 0.20 t. 0.11 0.39 0.11 Increm. delay d2 17.9 18.3 0.2 88,6 0.7 35.4 1.7 . 1.4 18.3 0.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 31.6 44.5 12.5 126.8 17.3 76.5 46.1 35.3 65.2 41.0 Lane group LOS C D B F B E D 0 E D Apprch. delay 42.3 29.0 54.1 56.3 Approach LOS D C D E Itersec. delay 40,4 Intersection LOS D • C520001M Copyright © 2000 University of Florida, All Rignts Reserved Version 4.1 c SHUN I Htl''UM I l General lnformation Site Information tnalyst RPE/TAP Agency or Co. Date Performed 04/11/03 Time Period AM Peak Intersection SW 32nd Ave & Coral Way Area Type All other areas Jurisdiction Analysis Year 2004 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 1 2 1 1 3 0 1 2 0 1 1 1 Lane group L T R L TR L TR L T R 186 1867 86 154 1203 68 153 334 102 80 284 143 Volume (vph) L 1 1 2 1 Heavy veh P H P 1 2 0.95 1 0.95 1 0.86 2 0.86 1 0.86 1 0.95 2 0.95 0.95 0.92 0.92 0.92 Actuated PIA A PRA PP A A A A A A Startup lost tin. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 C 2.0 Ext. eff. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 green Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 11 0 1 0 33 0 90 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N ONNO N N 0 L N Parking/hr Bus stops/hr 0 4 0 0 4 0 0 0 0 0 nit Extension 3.0 3.0 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 IF hasing j Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 G= 7.0 G= 67.0 G= G= G= 7.0 IG= 23.0 G= G= Timing 1Y= 2 Y= 5 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 195 1955 79 179 1475 161 423 87 308 58 Lane group cap. 228 1960 893 166 2803 167 662 202 357 306 v/c ratio 0.86 1.00 0.09 1.08 0.53 0.96 0.64 0.43 0.86 0.19 Green ratio 0.64 0.56 0.56 0.64 0.56 0.28 0.19 0.28 0.19 0.19 Unit. delay d1 14.3 26.4 12.3 38.3 16,6 43.0 44.7 34.0 47.0 40.7 Delay factor k 0.39 0.50 0.50 0.50 0.50 0.47 0.22 0.11 0.39 0.11 Increm. delay d2 25.9 19.7 0.2 92.3 0.7 58.8 2.1 . 1.5 19.0 0.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 40.2 46.2 12.5 130.5 17.3 101.9 46.8 35.5 66.0 41.0 Lane group LOS D D D B F B F D D E D Apprch. delay 44.4 29.5 61.9 .56.9 Approach LOS D C E E actersec. delay 42.7 Intersection LOS D � Copyright © 2000 University of Florida, All Rights Reserved 4 SHORT REPORT General Information Site Information Agency nalyst RPE/TAP Aor Co. Date Performed 04/11/03 _ Time Period PM Peak intersection SW 32nd Ave & Coral Way Area Type Ail other areas Jurisdiction Analysis Year 2003 Existing Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 3 0 1 2 0 1 1 1 Lane group LT R L TR L TR L T R Volume (vph) 177 1248 114 191 1545 73 143 325 55 77 326 170 Heavy veh 0 0 _,0 0 0 0 0 0 0 0 0 0 P H F 0.97 0.97 0.97 0.98 0.98 0.98 0.93 0.93 0.93 0.95 0.95 0.95 Actuated (PA) A PP A PPA A A A A A Startup lost tir 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 22 0 7 0 31 0 85 Lane Width 12.0 12,0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN 1 ONNO N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0. 0 0 0 0 0 nit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0411111 3.0 3.0 3.0 hasing Excl. Left EW Perm 03 04 Excl. Left .NS Perm 07 I 08 G= 10.0 G= 63.0 G= G= G= 7.0 G= 24.0 G= G= Timing Y= 3 Y= 5 Y= Y= Y= 3 Y= 5 Y= 1Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 183 1291 95 194 1639 154 377 81 341 89 Lane group cap. 233 1895 848 257 2706 168 715 231 380 323 v/c ratio 0.79 0.68 0.11 0.75 0.61 0.92 0.53 0.35 0.90 0.28 Green ratio 0.63 0.52 0,52 0.63 0.52 0.28 0.20 0.28 0.20 0.20 Unif. delay d1 23.4 21.1 14.4 18.5 19.8 39.1 42.9 32.9 46.8 40.6 Delay factor k 0.33 0.50 0.50 0.31 0.50 0.44 0.13 , 0.11 0.42 0.11 increm. delay d2 16.1 2.0 0.3 12.0 1.0 46.0 0.7 . 0.9 23.2 0.5 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 39.5 23.1 14.7 30.6 20.9 85.1 43.7 33.8 70.0 41.1 Lane group LOS 0 C B C C F to C E 0 Apprch. delay 24.5 21.9 55.7 59.2 Approach LOS C C E E diintersec. delay 31.1 Intersection LOS C cs2000rM Copyright t 2000 University of Florida, Ail Rights Reserved Version 4.1c General Information alyst Agency or Co. Date Performed Time Period APE/TAP 04/11/03 PM Peak SHORT REPORT Site Information Intersection SW 32nd Ave & Coral Way Area Type All other areas Jurisdiction Analysis Year 2004 No Site Volume and Timing input Num. of Lanes EB LT 1 TH RT 2 1 Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost tir,. Ext. eff. green Arrival type Unit Extension L 184 0 0.97 A 2.0 2.0 3 T R 1329 119 0 0.97 P 2.0 2.0 3 3.0 3.0 LT 1 L 205 WB TH RT 3 0 TR 1630 88 0 0 0 0 0.97 0.98 P 2.0 2.0 3 3.0 A 2.0 2.0 3 3.0 LT 1 L 149 NB TH 2 TR 338 RT 0 65 LT L 97 SB TH RT 1 1 T R 339 177 0.98 0.98 P P 2.0 2.0 3 3.0 Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parkin g/hr 0 12.0 N 12.0 0 22 12.0 N 0 12.0 12.0 N 0 p 0 0 0 0 0 0.93 0.93 A A 2.0 2.0 2.0 2.0 3 3 3.0 3.0 0.93 0.95 0.95 0.95 0 12.0 N A 31 12.0 0 N A A A 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 3.0 0 12.0 N us stops/hr •nt Extension Phasing Timing 3.0 Excl Left EW Perm G= 10.0 G= 63.0 3.0 G Y= 3 Y= 5 Y- Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Control Delay, and LOS Determinat WB 03 0 3.0 3.0 3.0 0 0 j 3.0 3.0 04 Excl. Left NS Perm G= G= 7.0 I Y= 3 Adj. flow rate Lane group cap. v/c ratio Green ratio Unit. delay di Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS tersec. delay NCS20OOTM EB 190 1374 100 219 1895 848 209 1740 236 2704 0.87 0.73 0.12 0.89 0.64 0.63 30.2 0.40 28.8 0.52 0.52 21.9 14.4 0.50 0.50 2.5 0.3 1.000 1.000 1.000 59.0 24.3 14.7 0.63 0.52 28.5 20.4 0.41 30.5 1.000 0.50 1.2 1.000 59.0 21.6 C 5 E C 27.7 C 34.7 25.6 on 161 168 0.96 0.28 G = 24.0 Y= 5 G= Y= 7 0 3.0 12.0 3.0 Cycle Length C = 120.0 NB 402 712 0.56 0.20 38.8 43.3 0.47 0.16 57.0 1.0 1.000 1.000 95.8 44.3 F 0 59.1 E Intersection LOS Copyright ©2000 University of Florida, All Rights Reserved 0 3.0 85 12.0 N 0 0 3.0 3.0 08 G= Y= SB 102 355 96 380 323 221 0.46 0.93 0.30 0.28 0.20 0.20 33.4 47.2 40.8 0.11 0.45 0.11 1.5 30.0 0.5 1.000 34.9 1.000 77.2 1.000 41.3 C E D 63.2 E Version 4.1c SHORT REPORT General Information Site Information nalyst RPE/TAP gency or Co. Date Performed 04/11/03 Time Period PM Peak intersection SW 32nd Ave & Coral Way Area Type All other areas Jurisdiction Analysis Year 2004 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 1 2 1 1 3 0 1 2 0 1 1 Lane group LT R L TR L TR L T R Volume (vph) 191 1336 121 207 1652 88 154 345 71 97 342 186 Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 P H F 0.97 0.97 0,97 0.98 0.98 0.98 0.93 0.93 0.93 0.95 0.95 0.95 Actuated (P/A) A PP A PPA A A AAA Startup lost tir.. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 [ 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 22 0 7 0 31 0 85 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 iiiiinit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Whasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 G= 10.0 G= 63.0 G.- G. G= 7.0 G= 24.0 G= G.- Timing Y= 3 Y= 5 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C - 120.0 Lane Group Capacity, Contro# Delay, and LOS Determination EB WB NB SB Adj. flow rate 198 1382 102 211 1763 166 415 102 358 106 Lane group cap. 216 1895 848 235 2704 168 711 216 380 323 v/c ratio 0.92 0.73 0.12 0.90 0.65 0.99 0.58 0.47 0.94 0.33 Green ratio 0.63 0.52 0.52 0.63 0.52 0.28 0.20 0.28 0.20 0.20 Unif. delay dl 32.6 21.9 14.4 29.4 20.6 39.4 43.5 33.5 47.3 41.1 Delay factor k 0.44 0.50 0.50 0.42 0.50 0.49 0.18 0.11 0.45 0.11 increm. delay d2 39.1 2.5 0.3 33.0 1.2 65.8 1.2 1.6 31.7 0.6 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 71.6 24.4 14.7 62.3 21.8 105.2 44.7 35.1 79.0 41.7 Lane group LOS E C B E C F D D E 0 Apprch. delay 29.4 26.2 62.0 64.1 Approach LOS C C E E dirttersec. delay 36.1 Intersection LOS t7 cs2000TM Copyright © 2000'Universi€y of Florida, All Rights Reserved Version 4.1 c TWO-WAY STOP CONTROL SUMMARY General Information Site Information ill,falyst RPE/TAP gency/Co. Date Performed 04/11/03 Analysis Time Period AM Peak Intersection SW 32 Ave & SW 22 Terrace Jurisdiction Analysis Year 2003 Existing Project Description Gables Marquis Multi Use Development East/West Street: SW 22nd Terrace ;North/South Street: SW 32nd Avenue Intersection Orientation: North -South IStudy 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 Volume 54 i 485 71 14 440 42 Peak -Hour Factor, PHF 0.93 I 0.93 0.93 0.90 0.90 0.90 Hourly Flow Rate, HFR 58 520 76 15 489 46 JII Percent Heavy vehicles 1 -- 1 -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 ] 0 1 1 0 Configuration L 1 TR L TR Upstream Signal 0 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R 0 0 41 0 0 138 •Iume ak-Hour Factor, PHF 1.00 1.00 0.74 1.00 1.00 0.73 Hourly Flow Rate, HFR 0 0 55 0 0 190 Percent Heavy Vehicles 0 0 1 0 0 1 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 1 Configuration R R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 F 12 Lane Configuration L L R L. E R v (vph) 58 15 55 190 C (m) (vph) 1038 985 531 1 564 v/c 0.06 0.02 0.10 0.34 95% queue length 0.18 0.05 0.34 1.48 Control Delay 8.7 8.7 12.6 14.6 LOS A A B B Approach Delay -- 12.6 14.6 pproach LOS -- -- B • B HCS2000T M Copyright © 2000 University of Florida, Ail Rights Reserved Version 4.1C TWO-WAY STOP CONTROL, SUMMARY General Information Site Information � nalyst RPE/TAP Agency/Co. Date Performed 04/11/03 Analysis Time Period AM Peak Intersection SW 32 Ave & SW 22 Terrace Jurisdiction Analysis Year 2004 No Site Project Description Gables Marquis Multi Use Development EastiWest Street: SW 22nd Terrace North/South Street: SW 32nd Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 1Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 56 505 74 15 458 44 Peak -Hour Factor, PHF 0.93 0.93 0.93 0.90 0.90 0.90 Hourly Flow Rate, HFR 60 542 79 16 509 48 Percent Heavy .Jhicles 1 -- -- 1 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 0 0 43 0 0 144 eak-Hour Factor, PHF 1.00 1.00 0.74 1.00 1.00 0.73 Hourly Flow Rate, HFR 0 0 58 0 0 198 Percent Heavy Vehicles 0 0 1 0 0 1 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 1 Configuration R R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R R v (vph) 60 16 58 198 C (m) (vph) 1019 965 515 1 549 v/c 0.06 0.02 0.11 0.36 95% queue length 0.19 0.05 0.38 1.63 Control Delay 8.8 8.8 12.9 15.2 LOS A A B C Approach Delay -- -- 12.9 15.2 ...L1/4pproach LOS -_ -- B C HCS2000TM Copyright © 2000 Un€versify of Florida, All Rights Reserved Version 4.1 c ilenerat TWO-WAY STOP CONTROL SUMMARY Information Site Information nalyst RPE/TAP Agency/Co. Date Performed 04/11/03 Analysis Time Period AM Peak Intersection SW 32 Ave & SW 22 Terrace Jurisdiction Analysis Year 2004 With Site Project Description Gables Marquis Multi Use Development East/West Street: SW 22nd Terrace [North/South Street: SW 32nd 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 Volume 56 508 74 15 467 44 Peak -Hour Factor, PHF 0.93 0.93 0.93 0.90 0.90 0.90 Hourly Flow Rate, HFR 60 545 79 16 519 48 Percent Heavy vehicles 1 -- -- 1 -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olurne 0 0 43 0 0 144 eak-Hour Factor, PHF 1.00 1.00 0.74 1.00 1.00 0.73 Hourly Flow Rate, HFR 0 0 58 0 0 198 Percent Heavy Vehicles 0 0 1 0 0 1 Percent Grade (°o) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 1 Configuration R R Delay, Queue Length, and Level of Service Approach NB SS Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R R v (vph) 60 16 58 198 C (m) (vph) 1010 962 513 542 v/c 0.06 0.02 0,11 0.37 95% queue length 0.19 0.05 0.38 1.66 Control Delay 8.8 8.8 Mil 12.9 15.4 LOS A A B Approach Delay -- -- 12.9 15.4 pproach LOS -- -_ B C HCS2000TM Copyright © 2000 University of Florida, All Rights Reserved Version 4.1 c TWO-WAY STOP CONTROL SUMMARY al Infion te Inion IEo0rmatl!rnat28 Date Performed 04/11/03 Time Period PM Peak Analysis Year 2003 Existing Analysis Description Gables Marquis Multi Use Development Project Street: SW 22nd Terrace No Street: SW 32nd Avenue East/West Orientation: North -South Study Period (hrs): 0.25 intersection Vehicle Volumes and Adjustments Northbound Southbound Major Street 1 2 I 3 4 5 6 Movement L T ] R L T R 64 463 63 15 564 37 Volume Factor, PHF 0.97 0.97 0.97 0.93 0.93 0.93 Peak -Hour 65 477 1 64 16 604 39 Hourly Flow Rate, HFR 0 -- -_ 0 Percent Heavy v ...hides Undivided Median Type 0 Channelized 0 RT Lanes 1 1 0 1 1 0 TR0 I L I TR L I Configuration Upstream Signal 1 0 Street ( Westbound Eastbound Minor 7 8 9 10 1 1 12 Movement L T R L" T R 0 0 86 0 0 127 o lume i 1.00 0.79 1.00 1.00 0.90 1.00 Wok -Hour Factor, PHF 0 159 Hourly Flow Rate, HI=R � 0 0 95 0 Percent Heavy Vehicles ( 0 0 0 0 0 I 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 Lanes 0 0 1 0 0 >1 Configuration I R Delay, Queue Length, and Level of Service Eastbound Approach NB SE Westbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R R 159 v (vPh} 65 16 95 489 C (vph) 951 1038 568 (m) 0.07 0.02 0.17 0.33 v!c 95% length 0.22 0.05 0.6015.9.4 1.4 0 queue Control Delay 9• 1 8.5 12.6 LOS A A B C Approach Delay -- 12.6 15.9C LOS -- -- B Ail HCS2000T M Copyright 2000 University of Florida, All Rights Reserved Version a.Sc eneral Information nalyst Agency/Co. Date Performed Anal sis Time Period TWO-WAY STOP CONTROL SUMMARY Site information RPE,TAP 04/11/03 PM Peak Pro ect Descri tion Gables Mar uis Multi Use ©evelo meet East/West Street: SW 22nd Terrace Intersection Orientation: North -South Vehicle Volumes and Ad'ustments Ma'or Street Movement Volume Peak -Hour Factor, PHF Hourly ly Flow Rate, HFR Percent Heavy vehicles Median Type RT Channelized Lanes Configuration Upstream Si nal Minor Street Movement olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration DeEa , Queue Lent th and Level of Service Approach NB Movement Lane Configuration v (vph) C (m) (vph) vie 95% queue length Control Delay LOS Approach Delay Approach LOS 67 0.97 69 0 HCS2000Tm L 0 1.00 0 69 931 0.07 0.24 9.2 A Northbound 2 T 482 0.97 496 0 Westbound 8 T 0 1.00 0 0 0 N SS 4 L 17 1018 0.02 0,05 8.6 A Intersection Jurisdiction Analysis Year SW 32 Ave & SW 22 Terrace 2003 No Site North/South Street: SW 32nd Avenue Stud Period (hrs): 0.25 R 66 0.97 68 R 89 0.90 99 0 Undivided L 16 0.93 17 10 L 0 1.00 0 Westbound 8 R 99 553 0.18 0.65 12.9 Copyright © 2000 University of Florida, Alf Rights Reserved Sout hbound 5 587 0.93 629 0 Eastbound 1 T 0 0 0 12 R 132 0.79 166 0 Eastbound 0 11 12 R 166 473 0.35 1.56 16.7 c Version, 4.1c TWO-WAY STOP CONTROL SUMMARY Weneral Information Site information nalyst RPE/TAP Agency/Co. Date Performed 04/11/03 Analysis Time Period PM Peak Intersection SW 32 Ave & SW 22 Terrace Jurisdiction Analysis Year 2003 With Site Project Description Gables Marquis Multi Use Development EastNVest Street: SW 22nd Terrace North/South Street: SW 32nd 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 Volume 67 491 66 16 592 38 Peak -Hour Factor, PHF 1 0.97 0.97 0.97 0.93 0.93 634 0.93 40 Hourly Flow Rate, HFR 69 506 68 17 Percent Heavy vehicles 0 -- -- 0 - Median Type Undivided RT Channelized [ . 0 Lanes 1 1 1 ( 1 0 Configuration L j j TR L ( TR Upstream Signal I 0 I 0 Minor Street 1 Westbound Eastbound Movement 7 8 9 10 11 12 R L T R L T 0 0 89 0 0 132 oiurre 1.00 0.79 'eak-Hour Factor, PHF 1.00 1.00 0.90 1.00 0 166 Flow Rate, HFR 0 0 99 0 Hourly 0 0 Heavy Vehicles 0 0 0 0 Percent Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 1 R Configuration R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R R v (vph) 69 17 99 166 C (m) Mph) 927 1009 546 470 0.07 0.02 0.18 0.35 vie 1.57 95% queue length 0.24 0.05 0.66 Control Delay 9.2 8.6 13.0 16.8 LOS A A B C Approach Delay - -- 13.0 #6.8 approach LOS ...... -_ -- B C ,,—;nn d S. CSsOQQTM Copyright 0 2000 Unive sity of Florida, Ail Rights Reserve SHUN I 1-itvut't t Information Site Information General alyst RPE/TAP gency or Co. Date performed 04/11/03 Time Period PM Peak Intersection SW 37th Ave & Coral Way Area Type All other areas Jurisdiction Analysis Year 2002 Existing Volume Timing Input and EB WE NB SE LT TH RT LT TH RT LT TH RT LT TH RT 0 N€am. of Lanes 1 2 0 1 3 0 1 2 0 1 2 Lane group L TR L TR L TR L TR Volume (vph) 111 874 78 282 J 1017 477 142 811 178 274 979 96 Heavy veh P H F 1 0.95 2 0.95 1 0.95 1 2 0.95 0.95 1 0.95 1 0.93 2 0.93 1 0.93 1 0.92 2 0.92 1 0.92 Actuated (P/A) A PP APP A A A A A A Startup lost tii:.: 2.0 2.0 2.0 1 2.0 2.0 2.0 2.0 2.0 Ext. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 eff. green 3 3 3 3 3 3 3 3 Arrival type 3.0 Unit Extension 3.0 3.0 3.0 j 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 3 0 56 0 14 0 2 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N i ONNO N N 0 Parking/hr Bus stops/hr 0 4 0 4 0 1 0 0 0 it Extension 3.0 3.0 3.0 j 3.0 3.0 3.0 3.0 3.0 I 08 teasing Excl. Left EW Perm I 03 I 04 Excl. Left I NS Perm 07 G= 9.0 G= 32.0 jG= I G = G= 12.0 G= 31.0 G= 1 G = Timing Y (hrs) = 0.25 1 !Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 117 999 297 1514 153 1048 298 1166 Lane group cap. v/c ratio 236 0.50 1111 0.90 236 1.26 1552 0.98 214 0.71 1071 0.98 289 1.03 1084 1.08 Green ratio 0.44 0.32 10.44 0.32 ( 0.12 0.31 0.46 0.31 Unif. delay dl 21.7 32.5 25.1 33.6 42.4 34.2 27.9 34.5 Delay factor k 0.11 0.50 0.50 0.50 0.28 0.48 0.50 0.50 Increm. delay d2 1.6 11.5 145.9 17.7 10.8 22.3 61.2 50.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 23.4 44.0 171.0 51.3 53.2 56.5 89.1 84.6 Lane group LOS C D F D D E F F Apprch. delay 41.8 71.0 56.1 85.5 Approach LOS D E E F Aillitersec . delay 65.8 Intersection LOS E szoo0TM Copyright © 2000 University of Florida, All Rights Reserved SHUH I t tr',t'Vt-t i Information Site information General "Analyst RPE/TAP gency or Co. Date Performed 04/11/03 Time Period PM Peak Intersection SW 37th Ave & Coral Way Area Type Ali other areas Jurisdiction Analysis Year 2002 No Site Timing Input Volume and EB WB NB SB L LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 3 0 1 2 0 1 Lane group L TR L TR L TR L TR Volume 119 937 84 302 1091 512 152 870 191 294 1050 103 (vph) Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 P H F 0.95 0.95 0.95 0.95 0.95 0.95 0.93 0.93 0.93 0.92 0.92 0.92 Actuated A PP A PPA A A AA A (P/A) Startup lost tii.. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green Arrival type 2.0 3 2.0 3 2.0 3 2.0 3 2.0 3 2.0 3 2.0 3 3.0 2.0 3 3.0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Volume 0 3 0 56 0 14 0 2 Ped/Bike/RTOR Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN 0 N N 0 NNON Parking/hr Bus stops/hr 0 4 0 4 0 0 0 0 Extension ( 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 nit 'Phasing I. Left EW Perm 03 04 Exci. Left l NS Perm 07 08 Ex G= G= G= 9.0 G= 32.0 IG= G= G= 12.0 I G = 31.0 Timing Y= 3 Y= 5 Y= Y= Y= 3 >IY= 5 Y= Y= Duration of Analysis (hrs) = 0.25 I ICycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 125 1071 318 1628 163 1125 320 1251 1111 236 1551 214 1071 289 1084 Lane group cap. 236 1.15 yid ratio 0.53 0.96 1.35 1.05 0.76 1.05 1.11 Green ratio 0.44 0.32 0.44 0.32 0.12 0.31 0.46 0.31 Unit. delay di 22.0 33.4 25.6 34.0 42.6 34.5 27.9 34.5 Delay factor k 0.13 0.50 0.50 0.50 0.31 0.50 0.50 0.50 Increm. delay d2 2.3 19.6 181.8 37.1 14.8 41.7 • 84.8 80.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 114.6 Control delay 24.3 53.1 207.4 71.1 57.5 76.2 112.7 Lane group LOS C D F E E E F F Apprch. delay 50.0 1 93.4 73.9 114.2 Approach LOS D F 1 E F Amlotersec. delay 86.0 Intersection LOS F varsEan 4.1t S200QT M Copyright © 2000 University of Florida, All Rights Mesery Genera( fnformation iiiio ialyst rgency or Co. Date Performed Time Period RPE/TAP 04/11/03 PM Peak SHORT REPORT Site Information Intersection Area Type Jurisdiction Analysis Year SW 37th Ave & Coral Way All other areas 2002 With Site Volume and Timing inpu Num. of Lanes EB LT TH RT LT 1 2 0 Lane group Volume (vph) % Heav veh PHF Actuated (P!A Startup lost tin- i Ext. elf. green Arrival type TR L 119 953 84 303 1 2 1 1 0.95 0.95 0.95 0.95 0.95 0.95 A PP A PP 2.0 2.0 2.0 2.0 3 3 3 TR 1094 2 WB NB TH RT LT TH RT LT TH RT 0 2 0. 1. 1 2 0 TR L TR 513 152 870 194 299 1050 103 2 1 1 2 1 2.0 2.0 2.0 Unit Extension Ped!Bike!RTOR Volume Lane Width 3.0 0 12.0 3.0 12.0 3 3.0 0 12,0 Parking/Grade/Parking Parking/hr N 0 2.0 3 3.0 12.0 0 1 56 1 L 1 0.93 A A A A 2.0 2.0 2.0 SB 0.93 0.93 0.92 0.92 0.92 A A 2.0 2.0 2.0 2.0 2.0 3 3 3 3 3.0 3.0 3.0 3.0 0 14 0 12.0 12.0 N 0 12.0 12.0 N 0 N Bus stops/hr 4 0 0 it Extension nasino Timing 3.0 3.0 3.0 3.0 3.0 3.0 Excl. Left G = 9.0 Y= 3 EW Perm 03 G= 32.0 G= Y= 5 Y= Duration of Analysis (hrs) = 0.25 04 Excl. Left G = 12.0 Y= 3 NS Perm G = 31.0 G= 07 3.0 3.0 = 5 Y= 1Cycte Len,gth C = 100.0 1G= Y= 08 Lane Group Capacity, Control uelay, ano L.ua Lie IX WE EB 163; 125 1088 319 Adj. flow rate 155 1.0. 0.3.i 34.t Lane group cap. 236 1111 236 v/c ratio 0.53 0.98 1.35 Green ratio 0.44 0.32 0.44 Unit. delay di 22.0 33.7 25.6 0.13 0.50 0.50 0.5 Delay factor k 2.3 22.5 183.5 38. Increm. delay d2 1.0 1.000 1.000 1.000 PF factor Control delay 24.3 56.1 209.1 72. C E F E Lane group LOS Apprch. delay 52.9 94.4 F D Approach LOS delay 87.4 �tersec. S2000TM rmination 2 163 214 NB 1129 1071 325 289 SB 1251 1084 0 0 00 0.76 0.12 42.6 0.31 1.05 0.31 34.5 0.50 14.8 1.000 1.12 1.15 0.46 0.31 27.9 34.5 42.9 1.000 0.50 0.50 90.8 80.1 1.000 1.000 57.5 77.4 E E 74.9 118.6 114.6 F F 115.4 E F ntersection LOS Copyright © 2000 University of Florida, All Hights Version 4.1c SHORT REPORT General Information lin alyst RPE/TAP gency or Co. Date Performed 04/11/03 Time Period AM Peak Site Information Intersection SW 37th Ave & Coral Way Area Type All other areas Jurisdiction Analysis Year 2002 Existing Volume and Timing input Num. of Lanes Lane group Volume (vph) % Heavy veh PHF LT 1 TH 2 EB WB NB SB LT TH RT RT 0 LT TH RT 2 0 L 89 1 0.91 TR 1030 35 2 1 0.91 0.91 P P L TR 167 685 374 1 2 1 0.96 0.96 0.96 Actuated (P/A) A A 2.0 2.0 2.0 2.0 Startup lost tir: Ext. eff. green 2.0 2.0 Arrive type 3 3 3.0 Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr 3.0 0 2 12.0 12.0 P 2.0 2.0 3 3 3.0 3.0 0 12,0 12.0 0 N N 0 LT L 113 0.93 TH 2 TR 812 2 0.93 RT 0 1 2 L TR 0 219 245 955 1 1 j 2 0.93 0.95 0.95 P A A A 2.0 2.0 2.0 3 3.0 2.0 3 3.0 67 0 5 N 12.0 12.0 N 0 A A 2.0 2.0 2.0 2.0 3 3 3.0 3.0 0 12.0 N 64 1 0.95 12.0 0 Bus stops/hr •nit Extension 4 0 4 3.0 3.0 3.0 3.0 basing Excl. Left EW Perm Timing G = 5.0 G = 31.0 Y= 3 Y= 5 Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Contro G= 03 04 G= Y= Y= 0 2 3.0 3.0 3.0 2 A 0 3.0 Excl. Left I NS Perm 07 i 08 G= 7.0 1G=. 31.0 G= Y= 3 (Y= 5 Y= I Y = Delay, and LOS Determination EB WB Cycle Length C = 90.0 NB SB Adj. flow rate Lane group cap. v/c ratio Green ratio 98 182 0.54 0.43 16 174 1034 122 103 258 1072 1204 0.97 182 0.96 1157 0.89 139 0.88 1179 0.94 222 1203 1.16 0.89 0.34 0.43 0.34 0.08 0.34 0.46 0.34 Unif. delay di 19.4 29.0 22.7 27.9 41.1 28.5 20.6 27.9 Delay factor k 0.14 0.50 0.47 0.50 0.40 0.45 0.50 0.42 lncrern. delay d2 PF factor 3.2 19.7 53.8 10.7 42.5 13.6 111.1 8.6 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 22.6 48.7 76,5 38.6 83.5 42.1 131.8 36.5 Lane group LOS 0 E 0 Apprch. delay 46.7 44.1 0 F 0 46.2 55.0+ Approach LOS iltersec. delay 0 0 0 F 48.2 Intersection LOS S2QQQTM Copyright © 2000 University of Florida, Alt Rights Reserved 0 Version 4.1C SHUH 1 HCYUti InaIyst Genera Information Site information RPE,TAP gency or Go. Date Performed 04/11/03 Time Period AM Peak Intersection SW 37th Ave & Coral Way Area Type All other areas Jurisdiction Analysis Year 2004 No Site Volume and Timing Input EB WB NB SB L LT T RT LT TH RT LT TH RT LT TH RT Num. of Lanes ... 1 2 0 1 2 0 1 2 0 1 2 0 Lane group i. TR L TR L TR L TR Volume (vph) 95 1105 38 179 735 401 121 871 235 263 1024 69 % Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 P H F 0.91 0.91 0.91 0.96 0.96 0.96 0.93 0.93 0.93 0.95 0.95 0.95 Actuated (P/A) A P P A P P A A A A A A Startup lost tip.- 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eft. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 green Arrival type 3 3 3 3 3 3 3 13 Unit Extension i 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 2 0 67 0 5 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parkinglhr Bus stopslhr 0 4 0 4 0 2 0 2 nit Extension 3,0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 milittersec. teasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 G= 5.0 G= 31.0 I G= G= G= 7.0 G= 31.0 G= G= Timing Y= 3 y= 5 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length G = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adi. flow rate 104 1254 186 1114 130 1184 277 1151 Lane group cap. 182 1204 182 1156 139 1179 222 1203 v/c ratio 0.57 1.04 1.02 0.96 0.94 1.00 1.25 0.96 Green ratio 0.43 0.34 0.43 0.34 0.08 0.34 0.46 0.34 Unit. delay di 20.2 29.5 23.6 28.9 41.3 29.5 21.0 28.8 Delay factor k 0.17 0.50 0.50 0.50 0.45 0.50 s, 0.50 0.47 increm. delay d2 4.3 37.4 72.6 19.1 56.9 27.2 •. 143.3 16.6 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 24.5 66.9 96.2 48.0 98.2 56.7 164.3 45.5 Lane group LOS C E F D F E F D Apprch. delay 63.7 54.9 60.8 68.5 Approach LOS E D E E delay 62.2 Intersection LOS E CS2000TM Copyright © 2000 University of Ronda, AU Rights Reserved General Information analyst gency or Co. Date Performed Time Period RPE/TAP 04/11/03 AM Peak SHORT REPORT Site Information Intersection Area Type Jurisdiction Analysis Year SW 37th Ave & Coral Way Ali other areas 2004 With Site Volume and Timigng input EB WB NB SB L LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 ........................................ 0 1 2 0 1 2 0 120 Lane L TR L TR L TR L TR group 236 264 1024 69 Volume (vph) 95 1109 38 180 748 402 121 871 % Heavy veh 1 2 1 1 2 1 1 2 1 1 2 1 PHF 0.91 0.91 0.91 0.96 0.96 0.96 0.93 0.93 0.93 0.95 0.95 0.95 Actuated (P/A) A P P A PP A A A A A A Startup lost tit:. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 green Arrival type 3 3 3 3 3 3 3 3 Unit Extension ed/Bike/RTOR Volume Lane Width 3.0 0 12.0 3.0 12.0 2 3.0 0 12,0 3.0 12.0 67 3.0 0 12.0 3.0 12.0 5 3.0 0 12.0 3.0 12.0 Parking/Grade/Parking NONN ONNO NNON Parking/hr Bus stops/hr 0 4 0 4 0 2 0 2 Unit Extension 3.0 3,0 3.0 3.0 3.0 3.0 3.0 3.0 'hasing Excl. Left EW Perm 03 I 04 Excl. Left NS Perm 07 j 08 G= G= G= 5.0 G= 31.0 G= IG= G= 7.0 G= 31.0 Timing Y= 3 Y= 5 Y= Y.- Y= 3 Y= 5 Y= I Y = Duration of Analysis (hrs) = 0.25 (Cycle Length C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 104 1259 188 1128 130 1185 278 1151 Lane cap. 182 1204 182 1157 139 1178 222 1203 group v/c ratio 0.57 1.05 1.03 10.97 10.94 1.01 1.25 0.96 Green ratio 0.43 0.34 0.43 0.34 0.08 0.34 0.46 0.34 Unit delay d1 20.4 29.5 23.5 29.1 41.3 29.5 21.0 28.8 Delay factor k 0.17 0.50 0.50 0.50 0.45 0.50 0.50 0.47 Increm. delay d2 4.3 38.7 75.6 21.1 56.9 27.7 145.0 16.6 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 24.6 68.2 99.3 50.2 98.2 57.2 166.0 45.5 Lane group LOS C E F D F E P n Apprch. delay 64.9 57.2 61.2 68.9 Approach LOS E E E E Intersec. delay 63.2 Intersection LOS E OS2000TM Copyright © 2000 university of Florida. Ail Rights Reserve • • APPENDIX C ITE TRIP GENEIZATION • Summary of Trip Generation Calculation For 5 T.G.L.A. of Specialty Retail Center November 29, 2002 Average Standard Adjustment Driveway Rate Deviation. Factor Volume Avg. Weekday 2-Way Volume 40.67 13.70 1.00 1.00 203 7-9 AM Peak Hour Enter 0.00 0.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 _,our -Total- ©. 00 1.00 0 7-9-AM-Peak L 0.00 _ _ _ .00 100 6 4-6 PM Peak Hour Enter 1.11 0.00 1.00 7 4-6 PM Peak Hour Exit 8 4-6 PM Peak Hour Total 2.59 1.74 1.00 13 .00 1 AM Pk Hr, Generator, Enter 3.08 00.©© 1.00 17 AM Pk Hr, Generator, Exit 3.33 17 AM Pk Hr, Generator, Total 6.41 0.00 1.00 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 14 PM Pk Hr, Generator, Exit 2.12 0.00 1.00 11 1.00 25 PM Pk °ir, Generator, Total 4.93 0.00 42.04 13.97 1.00 210 Saturday 2-Way Volume 1.00 0 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 Q.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 102 Sunday 2-Way Volume 20.43 10.27 0 Sunday Peak Hour Enter 0.00 0.00 1.00 1.00 0 Sunday Peak Hour Exit 0.00 0.001.00 0 Sunday Peak Hour Total 0.00 0.00 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 6th Edition, 1997. TRIP GENERATION 2Y MICROTRANS Summary of Trip Generation Calculation For 176 Dwelling Units of Residential Condominium / Townhouse November 29, 2002 Average Standard Rate Deviation Adjustment Driveway Factor Volume 2-WayVolume 5.98 0.00 1.00 1052 Avg Weekday 0.08 0.00 1.00 14 7-9 AM Peak Hour Enter 08 0.00 1.00 64 7-9 AM Peak Hour Exit 0.a 000 67 7-9 AM Peak Hour Total 0.45 .1.0065 4-6 PM Peak Hour Enter 0.37 0.00 1.00 '8 0.00 1.00 4-6 PM Peak Hour Exit 0.18 1.00 32 ql 4-6 PM Peak Hour Total 0.56 0.00 �4 AN PkHr, Generator, Enter 0.08 0.00 1.00 14 AN Pk Hr, Generator, Exit 0.37 0.001.00 65 0.00 1.00 65 AMA: Pk Hr, Generator, Total 0.46 1 .00 81 PM Pk Hr, Generator, Enter 0.37 0.00 - 1.00 35 PM Pk Hr, Generator, Exit 0.20 fl.00 100 0.00 1.00 PM P. `Ir, Generator, Total 0.57 0.00 1.00 110 Saturday 2-Way Volume 6.05 0.00 1.00 51 Saturday Peak Hour Enter 0.291.00 51 Saturday Peak Hour Exit 0.24 0.00 0.00 1.00 93 Saturday Peak Hour Total 5.160.53 0.00 1.00 993 Sunday 2-Way Volume 0.25 0.00 1.00 44 Sunday Peak Hour Enter4 Sunday Peak Hour Exit 0.26 0.00 1.00 0.00 1.00 46 Sunday Peak Hour Total 0.52 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: LNKT) _ .85LNtX) + 2.564, R"2 = 0.83 LN(T).79LN(X) + .298 7 9 AM Peak Hr. Total: R^2 = 0.74 0.17 Enter, 0.83 Exit 4-6 PM Peak Hr. Total: LN(T) _ .827LN(X) + .309 R^2 = 0.79 , 0.67 Enter, 0.33 Exit AM Gen Pk Hr. Total: LN(T) = .808LN(X) + .209 R'2 = 0.78 0.18 Enter, 0.82 Exit PM Gen Pk Hr. Total: LN(T) _ .777LN(X} + .59 FDOT SEASONAL FACTORS flint irate: kvlUIf. 1rLw.., Transportation Statistics Office 2001 Peak Season Factor Category Report MCP = 0,98 MIAMI-DARE SOUTH Category: 8701 Week Dates SF PSCF 1 01/01/2001 - 01/06/2001 0.98 1.00 2 01/07/2001 - 01/13/2001 0.99 1.01 3 01/14/2001 - 01/20/2001 1.01 1.03 4 01/21/2001 - 01/27/2001 1.00 1.02 5 01/28/2001 - 02/03/2001 0.99 1.01 * 6 02/04/2001 - 02/10/2001 0.98 1.00 * 7 02/11/2001 - 02/17/2001 0.97 0.99 * 8 02/18/2001 - 02/24/2001 0.97 0.99 * 9 02/25/2001 - 03/03/2001 0.97 0.99 * 10 03/04/2001 - 03/10/2001 0.97 0.99 * 11 03/11/2001 - 03/17/2001 0.97 0.99 * 12 03/18/2001 - 03/24/2001 0.97 0.99 * 13 03/25/2001 - 03/31/2001 0.97 0.99 * 14 04/01/2001 - 04/07/2001 0.98 1.00 * 15 04/08/2001 - 04/14/2001 0.98 1.00 16 04/15/2001 - 04/21/2001 0.98 1.00 * 17 04/22/2001 - 04/28/2001 0.98 1.00 * 18 04/29/2001 - 05/05/2001 0.99 1.01 19 05/06/2001 - 05/12/2001 0.99 1.01 20 05/13/2001 - 05/19/2001 1.00 1.02 21 05/20/2001 - 05/26/2001 1.00 1.02 22 05/27/2001 - 06/02/2001 1.00 1.02 23 06/03/2001 - 06/09/2001 0.99 1.01 74 06/10/2001 - 06/16/2001 0.99 1.01 25 06/17/2001 - 06/23/2001 1.00 1.02 26 06/24/2001 - 06/30/2001 1.01 1.03 27 07/01/2001 - 07/07/2001 1.02 1.04 28 07/08/2001 - 07/14/2001 1.03 1.05 29 07/15/2001 - 07/21/2001 1.03 1.05 30 07/22/2001 - 07/28/2001 1.03 1.05 31 07/29/2001 - 08/04/2001 1.02 1.04 32 08/05/2001 - 08/11/2001 1.02 1.04 33 08/12/2001 - 08/18/2001 1.01 1.03 34 08/19/2001 - 08/25/2001 1.02 1.04 35 08/26/2001 - 09/01/2001 1.02 1.04 36 09/02/2001 - 09/08/2001 1.03 1.05 37 09/09/2001 - 09/15/2001 1.03 1.05 38 09/16/2001 - 09/22/2001 1.03 1.05 39 09/23/2001 - 09/29/2001 1.02 1.04 40 09/30/2001 - 10/06/2001 1.02 1.04 41 10/07/2001 - 10/13/2001 1.01 1.03 42 10/14/2001 - 10/20/2001 1.01 1.03 43 10/21/2001 - 10/27/2001 1.01 1.03 44 10/28/2001 - 11/03/2001 1.01 1.03 45 11/04/2001 - 11/10/2001 1.01 1.03 46 11/11/2001 - 11/17/2001 1.01 1.03 47 11/18/2001 - 11/24/2001 1.00 1.02 48 11/25/2001 - 12/01/2001 1.00 1.02 49 12/02/2001 - 12/08/2001 0.99 1.01 50 12/09/2001 - 12/15/2001 0.98 1.00 51 12/16/2001 - 12/22/2001 0.99 1.01 52 12/23/2001 - 12/29/2001 1.00 1.02 53 12/30/2001 - 12/31/2001 1.01 1.03 Note: "*" indicates peak season week Page • REDUCED SITE PLAN • • Mod,. Grua EL EMI 7IIOUIN • CO CORAL. WAY 41* 'I L = ILL = J Orator Lisa S.W. 22nd Acc S.W. :2nd SREET TERRACE 1 EXIS'TIlYG ONE STORY BUILDLNG BEDITALt NOT A PART 1st LEVEL PLAN Cr