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HomeMy WebLinkAboutIII - Tab 2 Traffic Impact Study03/' 4/2005 11 8 FAX URs WO 0 2/0 92, URI; • March 24, 2005 • • Ms. Lilia 1. Medina, AICP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 2nd Avenue (10th Floor) Miami, Florida 33130 Re: The Mile MUSP Sufficiency Letter — W.O. # 105 Dear Ms. Medina: Subsequent to our March 21 2005 review comments for the subject project; we have Transp ort of the response received a response letter on March 2eprepared is attached he ewith. Professionals, Inc. (TAP). Photocopy panse lattr Please note that the applicant has proposed to modify the signal timing/phasing combination at the SW 37th Avenue/Coral Way intersection. The applicant needs to coordinate with the Miami Dade County Traffic Control and Signs Division to secure ure appropriate approval as this project goes through the review process. However, this time, we conclude that the and trafficimpact pacttudy report along to be with sufficient.the subsequent submittal meet all the traffic require Should you have any questions please fell free to call Quazi Masood or me at 954.739.1881. Sincerely, UR Raj am -tug Serif r Traffic Engineer Southern Attachment Cc: Mr. Kevin Wilford, Planner I, City of Miami (Fax - 305.416.1443) Mr. Richard P. EichInger, TAP (Fax: 305.385.9997) JRS evocation Lakeshore Complex 51.00 NW 38rd Avenue, Su{te 1.5Ct Fart Let/dentate, FL 33309-5375 lel: 854.739.188i Fax: 954.739.1789 • • • /7/! RT ANALYSIS PROFESSIONALS, INC. 8701 S.W, 137th AVENUE • SUITE 210 • MIAMI, FL 33183-4498 • TEL 305/385-0777 • FAX 305/385-9997 FAX & MAIL Mr. Raj Shanmugarn, P.E. Director of Traffic Engineering URS Consultants, Inc. 5100 NW 33rd Avenue, Suite 155 Fort Lauderdale, Florida 33309 March 22, 2005 Attn: Quazi Masood, P.E. RE: The Mile Development Traffic Study Comment Response Dear Mr. Shanmugann: This letter is in response to your March 21, 2005 memo regarding your review of the TAP's March 2005 traffic study for The Mile, a mixed -use development. Our comments are posted here in the sane order in which they are stated in the attached memo. 1. The capacity analysis for SW 37th Avenue and Coral Way for existing conditions was added to Table 3 of the report, The LOS was denoted for existing and proposed conditions, which are separated by a slash--existing/proposed. 2. Table 2 has been updated to include the eastbound through volume at the site. Note that the proposed site's right turn volume is subtracted from the future through volume, which reduces the through volume by 29 trips leaving a balance of 1,435 eastbound trips. Due to rounding, the eastbound through volume does not correlate exactly with the trips generated from the intersection volumes at SW 37`1' Avenue and Coral Way. The rounding results in only a three -vehicle difference. Figure 4A reflects the new volume. 3, Ta.ble 4 has been updated to reflect the proper volume. 4. Figure 4A has been updated to reflect existing and proposed, with site volume, The revised pages are attached. The TCM plan now encourages the developer to contact the county in regards to optimizing traffic signal timing at SW 37`1' Avenue and Coral Way after build -out and occupancy of the project. We respectfully request your confirmation of this information in your review process. I hope this addresses all your concerns and if you need additional clarification, please contact me at your convenience. Sincerely, TRANSPORT ANALYSIS PROFESSIONALS, INC. FZie Richard P. Eichinger RPEIja15711 Senior Traffic Engineer Enclosures cc: Lilia Medina Planning • Design and Engineering • Accident Reconstruction • State of Florida ES 3766 . Date; March 21, 2005 To: Ulia Medina, AICP From: Raj Shanmugam, P.E. Subject: The Mile (WO # 105) Preiiminety Comments 3 Memorandum We need the following information to complete our review of the traffic study; 1. The capacity analyses at SW 37th Avenue/Coral Way intersection is performed based on the modified signal timing/phasing combination. The report must also include the analyses of the said intersection considering original signal timing/phasing combination; 2. The eastbound through volume at Coral Way/Site Driveway intersection is calculated incorrectly (Column 2 of Table 2). The analysis must be revised based on correct eastbound through volume and it must also be labeled In Figure 4A; 3. The existing roadway person trip volume for SW 37th Avenue (Column 5 of Table 4) is calculated incorrectly and must be revised; 4, The future year "with project' turning movement volumes are presented combinedly with "without project" volumes (Figure 4A). They should be shown separately. 40 Please note that, the applicant has proposed to modify the signal timing/phasing at SW 37th Avenue/Coral Way intersection. The applicant needs to coordinate with the Miami Dade County Traffic Control and Signs Division to secure appropriate approval as this project goes through the review process. Should you have any questions please fell free to call me or Quazi Masood at 954.739.1881. co: Mr. Kevin Watford, Planner I, City of Miami (Fax: 305A16,1443) Mr. Richard P. Elchinger, PE, Transport Analysis Professionals, Inc. (Fax: 305.385.9997) URS Corporation Lakeshore Complex 5100 NW 33rd Avenue, Suite 150 Fort Lauderdale, FL 33309-6375 Tel: 954.739.1881 Fax: 954.732.1789 • • • TABLE 2 TRAFFIC VOLUME AT STUDY LOCATIONS YEAR 2007 YEAR YEAR 6ACXGROUNi3 2007 2007 02/24/05 SEASONAL GROWTH WITHOUT WITH PM PEAK INCREASE SEASONAL INCREASE COM SITE SITE TOTAL INTERSECTION AND APPROACH VOLUME VOLUME VOLUME' VOLUME DEV3 SUBTOTAL VOLUME VOLUME SW 37th Avenue & Corsi Way ES LEFT 157 2 169 5 1 185 0 165 EB THRU 879 9 888 27 87 1002 8 1010 EB RIGHT 70 1 71 2 1 74 0 74 WB LEFT 208 2 210 6 18 234 0 234 WS THRU 1069 11 1080 32 84 1196 0 1196 W8 RIGHT 457 5 472 14 25 511 0 511 NB LEFT 90 1 91 3 0 94 0 94 NB THRU 733 7 740 22 15 777 3 780 NE RIGHT 130 1 131 4 21 156 15 171 SS LEFT 241 2 243 7 30 280 8 286 89 THRU 757 8 765 23 11 799 0 799 S8 RIGHT 91 1 92 3 0 95 0 95 SW 36th Avenue & Coral Way EB LEFT 82 1 83 2 0 85 1 86 EB THRU 1185 12 1197 36 134 1367 7 1374 EB RIGHT 75 1 78 2 0 78 7 85 WB LEFT 109 € 110 3 114 227 5 232 WBTHRU 1744 18 1752 53 0 1815 0 1815 WB RIGHT 111 1 112 3 0 115 0 115 NS LEFT 0 0 0 0 0 0 0 0 NB THRU 2 0 2 0 0 2 0 2 N8 RIGHT 5 0 6 0 0 6 0 8 SS LEFT 171 2 173 5 0 178 0 178 SS THRU 33 0 33 1 0 34 3 37 SB RIGHT 63 1 64 2 0 56 0 66 SW 37th Avenue & 22nd Terrace '-'EB LEFT 175 2 177 5 0 182 2 184 ES THRU 210 2 212 6 0 218 0 218 ES RIGHT 212 2 214 6 0 220 0 220 WB LEFT 122 1 123 4 0 127 2 129 WB RIGHT 59 1 80 2 0 62 12 74 NB THRU 859 9 868 26 33 927 4 931 NB RIGHT 47 0 47 1 3 51 0 61 58 LEFT 37 0 37 1 0 38 0 38 SB THRU 1051 11 1062 32 30 1124 0 1124 SW 36th Avenue & 22nd Terrace EB LEFT 3 0 3 0 0 3 0 3 EB THRU 328 3 331 10 0 341 0 341 EB RIGHT 22 0 22 1 0 23 0 23 WB LEFT 8 0 8 0 0 8 0 8 WB THRU 148 1 149 4 0 153 0 153 W9 RIGHT 2 0 2 0 0 2 0 2 NB LEFT 29 0 29 1 0 30 0 30 NB THRU 9 0 9 0 0 9 0 9 NB RIGHT 37 0 37 1 0 38 0 38 SB LEFT 21 0 21 1 0 22 0 22 58 THRU 74 1 75 2 0 77 1 78 88 RIGHT 72 1 73 2 0 75 14 89 SITE DRIVEWAY EB THRU 1250 13 1263 38 134 1435 0 1435 EB RIGHT 0 0 0 0 0 0 29 29 NB RIGHT 0 0 0 0 0 0 14 14 Arterial Summary SW 37th Avenue North- and 5outhbound Two -Way Site Volume Summary = 24 Coral Way East. and Westbound Two-way Site Volume Summary = 34 1 A seasonal factor of 3..08% is used to increaea existing volume to peak season eondltions 2 A growth rector of 3.014 to used to'.ncreaa traffic to year 2007 condalano 3 Committed Development - See Appendix for ccmmttted development worksheet. The Mile TAP JN 5711 or TABLE 3 LEVEL OF SERVICE (LOS) AT STUDY LOCATIONS INTERSECTION AND APPROACH YEAR YEAR 2005 2007 2007 PEAK WITHOUT WITH SEASON SITE TOTAL LOS SUBTOTAL VOLUME SW 37th Avenue & Coral Way EB LEFT EB THRU & RIGHT WB LEFT W8 THRU WB RIGHT NB LEFT NB THRU & RIGHT SB LEFT S8 THRU & RIGHT INTERSECTION LOS CIE E E F/D D E CIF F F F/D is E F/0 E E BIB B 8 DIG 0 0 D/F F F D/C C C F/D E E SW 36th Avenue & Coral Way EB LEFT EB THRU & RIGHT WB LEFT WB THRU & RIGHT NEI LEFT, THRU & RIGHT SB LEFT & THRU SB RIGHT INTERSECTION LOS F F F A 8 B B F F A B B C C C D 0 0 C C C B D D SW 37th Avenue & 22nd Terrace EB LEFT EB THRU EB RIGHT WB LEFT WB RIGHT SS LEFT B B B F F F B B B 0 E E E F F B B B SW 36th Avenue & 22nd Terrace ES LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT NB LEFT, THRU & RIGHT S8 LEFT, THRU & RIGHT A A A A A A 8 B B B B 8 SITE DRIVEWAY INS RIGI-4T NIA N/A B Note: SW 37th Avenue & Coral Way egnai timing was modified to depict optimal conditions. Existing timing / proposed timing The Mile TAP JN 5711 1\l Nrs C 470, CO Cr)rnCr5 v 281(281) ---•230(230) -41---1069(1089) f----234(234) SW 36th Avenue Z '-115(115) IF) chi - --1815(1815) Alj L1/4-227 (232) 3(3) .Nt 162(162)---1 1002 (1010)---01- 74(74)- -41/4 r r. M Lra 182 (184)--1 218(218)—►- 220(220 1435-- 29--� 0 ~ r Nk-- -26 (74) "---127 (129) 85 (86 1367 (1374� 78 (85)-- � 0 fV -2(2) 1--153(153) / — 8(8) tn et' CO cc crier 3(3) - 1 341(341)--0.- 23(23)---4k Coral Way SW 22nd Terrace 2007 (WITH) AND WITHOUT SITE TRAFFIC TRANSPORT ANALYSIS PROFESSIONALS The Mlle FIGURE 4A • TABLE 4 YEAR 2004 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS Arterial ICorridor Nance Coral Way TVO-WAY VOLUME ROADWAY MODE (Notes) ROADWAY PER. TRIP 2003 ROADWAY CAPACITY ROADWAY CORR VEHICULAR @PPV= VEHICULAR TYPE CAPACITY' 16 VOLUME" (2) _._ (3} (4) ROADWAY PER. TRIP VOLUME PPV= 1.4 5} ROADWAY PER. TRIP ROADWAY EXCESS PERSON PER, TRW TRW (6) S _led IS 3,740 5,984 3,112 Allowable E+20 4,357 1,627 0.73 0 (3.7491_ MASS TRANSIT MODE CORRIDOR TOTALS LOCAL BUS EXPRESS RAIL IRAN TOTAL TOTAL TRANSIT PER. TRIP PER. TRIP PER TRIP CAPACITY CAPACITY L.OAD-- _1. LOAD _ e LOAD =,...L? __ DESIGN DESIGN DESIGN 0E$IGN f {9) (10} (11) TRANSIT TRANSIT CAPACITY CAPACITY PERSON TRIP VOLUME PERSON TRIP EXCESS CAPACITY (13) CORRIDOR CORRIDOR CORRIDOR PERSON CORRIDOR PERSON PERSON TRW PERSON TRIP TRIP EXCESS TRW CAPACITY VOLUME CAPACITY L4L �t _. (18 VIC (17) 5,984 4,357 1,627 0.73 WT AVG AVG HEADWAY BOTH DIRECTIONS SEATS RIT.IERSHIP DESIGN PER PAX LOAD VEH PER HOUR FACTOR PAX CAPACITY PERCENT AUTO PERSON TRIPS = TRANSIT PERSON TRIPS = TOTAL PERSON TRIPS = 4,357 4357 00.0% 00% 00_0% 5W 370i Avenue TWO-WAY VOLUME Adopted LS Allowable E+20 3,740 5,981 2,085 2,919 3,065 0.49 C (3,740) Coral Wa SW 37th Avenue Coral W SW 3781 Avenue LOS TABLE" LOS TABLE" FOOT LOS Table Volumes FOOT LOS Table Volumes 0.00 C 0.00 C 8 nla 9 role 0.65 G 0.65 C C 2,430 C 2,430 0.65 C 0.65 C D 3,540 D 3,540 0.65 C 0.65 G E 3,740 E 3,740 0.65 C 0.65 C 0.65 C 0.65 C 0.66 D 0.66 D 0.95 D 0.95 D 0.96 E 0.96 E 1.00 0 1.00 E 5984 2.91 3,065 49 WT AVG AVG HEADWAY SEATS RIDERSHIP DESIGN BOTH PER PM LOAD DRECTIONS VEH PER HOUR FACTOR PAX PERCENT CAPACITY RIDERSHIP AUTO PERSON TRIPS = TRMISIr PERSON 1TAP8 = TOTAL PERSON TRIPS = i 2.919 0 2.919 100.0% 0,0% 100.0% • Volume is from the year 2002 TROT LOS tables — Existing volume adjusted to peak season The Mile Transport Analysis Professionals, Inc. JN 67711 SHORT REPORT Genereil?Information •.. _ , Site #riformatlon : ` . ..t ,> .. Analyst RPE/TAP Agency or Co. Date Performed 03/01/2005 Time Period PM Peak _ Intersection SW 37th Avenue Area Type All other areas Jurisdiction Analysis Year 2005 Peak Season ViAme and Timing Input EB WB NB SS LT TH RT LT TH RT LT TH RT LT TH RT Num, of Lanes 1 2 0 1 2 1 1 2 0 1,2 0 Lane group L TR L T R L TR L TR Volume (vph) 157 879 70 . 208 1068 467 90 733 130 241 757 91 %Heavyveh 02 0 2 0 0 0 2 0 0 2 0 PHF 0.92 0.92 0.92 0.93 0.93 0.93 0.85 0.85 0.85 0.98 0.98 0.98 Actuated (PfA) A P P A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff, green _ 2.0 2.0 , 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3,0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 1 0 10 0 0 0 0 Lane Width 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 O N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3,0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm Excl. Left 03 04 Excl. Left NS Perm 07 08 MTiming G= 9.0 G = 32.0 G= G= G. 12.0 G. 31.0 G= G= Y= 3 Y= 5 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Anal sis (.hrs _0.25 Cycle Length C = 100,0 Laner.Group Capacit Control Delay, and LOS Determination _- Ys Y� ES WB NB SS Adj. flow rate 170 1028 224 1148 491 106 1017 245 863 Lane group cap. 708 316 694 326 145 293 1078 293 1084 v/c ratio 0.24 3,25 0.32 3.52 3.39 0.36 0.94 0.84 0.80 Green ratio 0.44 0,09 0.44 0.09 0.09 0.46 0.31 0.46 0.31 Un€t delay d1 20,4 45.5 21.2 45.5 45.5 18.7 33.6 23.7 31.6 Delay factor k 0.11 0.50 0.11 0,50 0,50 0.11 0.46 0.37 0.34 Increm. delay d2 0.2 1022 . 0.3 1142 1091 0.8 15.7 18.6 4.2 PP factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 20.6 1068 21.5 1188 1137 19.4 49.3 42.4 35,8 Lane group LOS C F C F F B D D D Apprch. delay 919.0 1034 46.5 37.3 Approach LOS F F D D tntersec. delay 589.8 Intersection LOS F HCS2©o0T M • Copyright © 2000 University of Florida, All Rights Reserved Verson 4,1E • THE MILE MIXED -USE DEVELOPMENT 3622 CORAL WAY MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS MARCH 2005 • • • THE MILE MIXED -USE DEVELOPMENT 3622 CORAL WAY MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS Prepared for Dorsky Hodgson & Partners One Financial Plaza, Suite 2400 Fort Lauderdale, Florida 33394 Prepared by Transport Analysis Professionals, Inc. F.B. No, 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385-0777 March 2005 5711 Richard P. Eichinger Project Engineer 305-385-0777 THE MILE MIXED -USE DEVELOPMENT 3622 CORAL WAY MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 1 TRIP GENERATION 5 SITE ACCESS 5 TRIP DISTRIBUTION 6 PEAK SEASON TRAFFIC ADJUSTMENTS 6 FUTURE BACKGROUND TRAFFIC 9 STUDY AREA & COMMITTED DEVELOPMENT 9 PLANNED ROADWAY LMPROVEMENTS 11 LEVEL OF SERVICE 11 TRANSPORTATION CORRIDOR ANALYSIS 14 TRANSPORTATION CONTROL MEASURES PLAN 14 CONCLUSION 14 TABLES Table 1 Unadjusted AM & PM Peak Hour Site Traffic Volume 5 Table IA — Adjusted PM Peak Hour Site Traffic Volume 5 Table 2 — PM Peak Hour Traffic Volumes 12 Table 3 — Levels of Service 13 Table 4 — Person Trip Corridor Analysis 15 Table 5 — Year 2007 Person Trip Corridor Analysis 16 FIGURES Figure 1 — General Location 2 Figure 2 * Existing PM Peak Hour Traffic at Study Locations 3 Figure 3 — Lane Use Geometry 4 Figure 4 — Site Only Traffic 7 Figure 4A — Year 2006 Traffic Volume With and Without Site Traffic 8 Figure 5 — Study Area and Committed Development 10 APPENDIX Appendix A — Traffic Study Methodology Appendix B — Traffic Volume Data Appendix C — Capacity Analyses & Traffic Signal Timing Data Appendix D — ITE Trip Generation Appendix E — FDOT Seasonal Factors Appendix F — FDOT LOS Tables & MUATS Information Appendix G — Committed Development Worksheets & Data Appendix H — Reduced Site Plan THE MILE MIXED -USE DEVELOPMENT 3622 CORAL WAY MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed multi -use development to be located at 3622 Coral Way in Miami, Florida. The proposed development will replace an existing 7,595 sf high turnover restaurant. Figure 1 depicts the site's general location. The methodology used for assessing traffic impacts of the development was discussed in advance with staff of the City of Miami Department of Planning and the City's traffic consultant. The following locations were chosen to evaluate the proposed development's traffic impact for the more active PM peak period: Arterial Analysis - Coral Way - SW 37th Avenue Intersection Analysis - Coral Way & SW 37th Avenue - Coral Way & SW 36th Avenue - SW 22n` Terrace & SW 37th Avenue - SW 22n` Terrace & SW 36th Avenue EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in February 2005. Figure 2 depicts existing PM peak hour volume at the four study intersections and Figure 3 illustrates intersection lane geometry. • Street Atlas USA® 2004 cxr i SV T :$1 '. ..... __. b SWl2Ttt5T SW 13TH TER V 13TN TER SW 14111 ST ST SW i5TH SW 1STH;ER... CS(' SW 9TFFER VA WTH ST.., ST_ _ tAN11TH ST $W 127141 ST SW13THST.sc SW 3TM ER 5W 1 2TH ST SW 15TH ST SILTMORE WAY VALENCIA AVE ALMERIA AVE ., SEVLLLAAVE . PALERMO AVE . . CATALONIAAVE . MALAGA AVE_.... SANTANDER AVE.. ANASTASIA AVE SARiDq A 4 CAMit 0 AV ALEDO AVE 5 m CAND A AVEWOOD ST A vetARDEAVE iw AtPlAAV> OSORIO AVE SAN ANTONIO AVE 2 ALTARA AVE m SAN L.ORE.NZO AVE VALNEIIA AVE m SAN ESTESAN AVE GOLMA JERONIMO DR.:.. CT ANT#LLA AVE S@CtJV4 AVE iu SALAMANCAAVE MENORESAVE MENDOZA AVE ..; ZANIER MADEIRA AVE .. 1;JA fORCA AVE NAVARREAve Coat Gables ,Motiick Park Mi VALENCIA AVE_ ALMEFiIA AVE -• SEVILLA, AVE ... SE,VILC.A AVE PALERMO AVE PALERMO AVE CATALONIA AVE MALAGA AVE ROMANOAVE SARTO AVE r AMII 0 AVE, BOABADILLAST SW5TH TER i1'1 RI U. Sw STH ST E S`fl9TMT 5N97HiR 31y iDTH 37 -: 8Wf1THST m SW /2THST, SIN 131145 SW 13TH TER $W 14TH ST SW16THST SW 25TH,ST_. sw 25TH TER,., ._ SW 26.fH ST .,... p.... _.._. '. gg ALEDOAVE DaugtasPark SW.28TH ST_... CANDiA AVE VELAR,DEAVE VELABELLA AVE ALMINAR AVE CADAGUA AVE. OF RID PEACOCK AVE SHIPPING AVE -4 °RANGE Si SAN LORENZO AVE/ General Location Map SW 2 SW 21ST TER $W 26TH ST SW?7TH ST, SW 27TM TEFL 71, I r South Bey Estate tiff Estates+ ETN S iZ. Csi 18TH TER lT ST.. - .._. �:..COCONUTAVE Ocean VIM I eights WTRADE AVE 14 BIRD AVE 4 „DAY AVE LIME CT LAMS CT Oak Avenue`Parc ""FLORIDA AVE 4 2-3 41* Figure 1 2003 DeLorme. Street Atlas USA® 2004. www.delorme.com rw 3 MN 2 Seale 1 : 20,800 1' = 1,733.3 ft Data Zoom 13-3 N N a oc =C Q co to N SS 'C',f. rn 0) CO 4%, L 154 —/ 879 —0.- 70--, �--- 257 210 �F--1069 „ix-- 208 cMr '*-111 k -O --1744 IJ "r-109 .0211 to co t` `�— 59 122 rs z— 82 1185 -- �- CV 75-•-•-' A-848 k 175 210- 212--k 3 328 —10.- Coral Way SW 22nd Terrace EXISTING PM PEAK HOUR VOLUME TRANSPORT ANALYSIS PROFESSIONALS The Mile FIGURE 2 • • • EXISTING LANE USE GEOMETRY The Mile FIGURE 3 TRANSPORT ANALYSIS PROFESSIONALS • • TRIP GENERATION Traffic generation by the proposed development is estimated using rates in the seventh edition of the Institute of Transportation Engineers' (ITE's) Trip Generation Report. The proposed land use will have a 144-unit condominium and 3,100 sf of retail. Table 1 depicts both AM and PM street peak hour generation. The afternoon traffic is higher and consistent with general traffic patterns in most of Miami -Dade County. Therefore, analyses will continue using the higher PM peak hour values. Table 1 The Mile AM & PM Peak Hour Unadjusted Traffic Volume Land Uses Condominiums 144-units Retail — 3,100 sf ITE AM Peak PM Peak LU Code In Out Total In Out Total 230 12 57 69 54 27 81 814 Q Q 0 4 5 9 Totals 12 57 69 58 32 90 The existing 7,595 sf restaurant land use (ITE land use code No. 832) currently generates 29 ingress and 18 egress. Hence, the adjusted primary PM peak hour trips are shown below. Table lA Adjusted PM Peak Hour Traffic Land Use In Out Total Proposed 58 32 90 Existing -29 -18 -47 29 14 43 SITE ACCESS The proposed site will have one, two-way drive, which is located along Coral Way. See site plan for access details. TRIP DISTRIBUTION The Miami -Dade County Public Works Department was contacted to obtain the cardinal distribution data set as published in the latest 2005 MUATS travel model validation runs for TAZ 1058 to determine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North/northeast — 16.57% East/northeast — 16.51 % East/southeast — 3.03 % South/southeast — 4.72% North/northwest —17.40% West/northwest — 15.48% West/southwest — 13.44% South/southwest —12.87% Figure 4 depicts the estimated volume of site only traffic on local roadways. 4A depicts year 2007 traffic volume with and without site traffic. PEAK SEASON TRAFFIC ADJUSTMENTS Figure Using FDOT's 2003 seasonal factors for South Miami -Dade County, traffic volume data collected were increased, by 1.0% to reflect a peak season condition. (FDOT peak season factors are in the appendix.) • • • ,f Nrs 8 SW 37th Avenue CO to --12 9-41/4 SITE SW 36th Avenue } Coral Way SW 22nd Terrace PM PEAK HOUR SITE ONLY TRAFFIC TRANSPORT ANALYSIS PROFESSIONALS The Mile FIGURE 4 7 • • /yrs 281 '-230 l -T 1069 �-234 co �--115 '4111F-1815 L.F— I-J 227 (232) 3 162�� 1002 (1010)-0P- 74-,41/4 oco 182 (184)-1 218--- 220- k 29 raj- ca co P.- T -26 (74) F-127 (129) t as an co t85 8 1367 (1374) � -t oa 78 (85)— 0 cv -0-153 A-8 •3-1 341--OP- 03 00 23--� c) m Coral Way SW 22nd Terrace 2007 (WITH) AND WITHOUT SITE TRAFFIC TRANSPORT ANALYSIS PROFESSIONALS The Mile FIGURE 4A • • FUTURE BACKGROUND TRAFFIC The site development is estimated to be completed and the project capable of being fully occupied in 2007. Several FDOT count stations near to the site, were researched to obtain a growth factor. A three-year average annualized growth at the stations indicate a decrease in growth, however to remain conservative, a one (1%) growth will be used. STUDY AREA AND COMMITTED DEVELOPMENT As directed by the City's traffic consultant, the study area has the following boundaries: North: SW 8th Street East: SW 2. th Avenue South: SW 40th Street West: SW 37th Avenue The following committed developments, which have traffic studies, are included in the analysis: 1— Byblos 2 — Coral View 3 — Gables Marquis 4 — Midtown Lofts 5 — Miracle Center A committed development worksheet can be found in the appendix. Figure 5 depicts the general study area and committed development locations. 9-NuELORME Street Atlas USA!} 2004 SW iST ST 2 ,.. A NW 2NO ST = SW 5TH ST • . '' SV4 . SP .7.... 71 ST NW •IST Vift.AGLERIER- SW STI1 . sv - SWITCH ST ..' .-•,•-„_ Sti 13TH TER 13TH • • ' .'vv• 13Ti•i ST w 1 : — TER TH mEssiNA AvE , . $W sfSTH ST • , . ._. . . MILAN Avg 15TH ST !M. 72 0 vg,ENCIA AVE. AtMERIPAVE §EVILI.A AVE - '..PAI_ERMO,AVE . - CATALONIA AVE CATALONIA AVE _MALAGA AVE sANT.ANDER AVE - A-NsTANA AV. ,•••-• ...i.....-4,.. ,..•••,==6:00•••.4.7,--- ,, •*' .,5, ,... ,-.* ', e, . •.. ' -I SW2DST— ,•-," ,,, .-- sw THS0,, 1 * 0AWLLA ST - SwThER 44- ' `, AV pill ST' -' ST OVIEDO AVE' (21 - if, 4' . .,- tMiss!"il4lsr;, 7, 1,,. \'4.s SW1H sr I wt 1-$T - !.:! - 'r------- 1.1THST 4. .. WOW AVE sw iri-I iER ' ----...- Lgt•--- 1 1 -* 5 L - MA AvE vi % ST" ! „,..4?.._„.-- SW 1 711F ' , 1 SW 157J-1 Si I ---14 - -1 1 ',RIVIERA DR.-4 . ••• -' • roA "'" •,„ " ALEDO AV % :ANTIOUERA AVE MENORZAiOAAVE ES AVE MENDOZA AVE MADEIRA AVE 1rn..1ORCA,•AVE NAVARRE AyE Core Ga6les ANDALUSIA. AVE .nolerrk . • SW 25Tli ST ,•• 25TH: TER ey„,26T1-1 ST .Douglasr. ar$(..=;,=: ' . :-• . .:.-.P - :: : . .... .. , a R ' ....,.1—: i .. AvE '.6 ... ,-. •= - • _ •••••• :H..i - .1, 12 , .= S -',- ._ _ Q• ...12 .1..;. .-: -P •:§.: - 14-ilt 'Ll VELAPDE A, E - lg • 1pz -, --r . t:.===::..„`-1 ......=4 ,,............,„4•in) -4' 1m SAN ANTONIO AVE ''''' • E:2 . - .c . , • • : _ , , .. . .. ... SHIPPING AVE• - .:,...;. .AP1S§91‘.i.)?!.vE osoRlp AvE ,,r7.1 - , 1 ., ...... .... . - Pa.,11,SP,P,‘,1E SAN LORENZOAV .D3 o• , • :.0 ' ,. ; ',. - .g 0 -- '. .P.,?,- :. • 5 • ES.10°P`')e . - irl '.:. il, -1-6' • :`-ei ORANGE ST • . :,, .: SAN LOReq.0 AVE DOLMA CT =jER°1'4."C:i • r• • .0,4A vs_ :-93.• • - • . 4 , ' 1 - /4 1-•'64 AJOINARAVE > s_ CADAGUA A,,,,q.., e( ' ...P. ,ft,:-...: : ' - ..m.u..E 1'1' D .lteZee'' ' "t• • TRrimaq Avg . - ln ' -.4:.,..-4.• WSTTERER , , SW`25TH ST s1. ••g:i , Guth Ei $W 'ISTH TER .01 PALER!'19 ••,5 PALERMO AVE CATALOqLA AVE - . SA70 AVE., 1. , CAMP AVE :r ALEDO AVE CAM MA AVE AVE. 1 1 =94 =:.== t%efor Hojtir to Alt rtTRA95. t ••••, Sit AVE STUDY AREA AND COMMITTED DEVELOPMENT MAP • tuff Estates ront7;Figure 5 Scale 1 : 22,400 0 2003 Del-Orme. Street Atlas USA® 2004. www.delorrne.corn (0.7 1 CI 1606.0 3000 1,8E.7 ft Data Zoom 13-2 • • PLANNED ROADWAY IMPROVEMENTS Research of the latest Transportation Improvements Program (TIP) and the Long Range Transportation Plan (LRTP) revealed no significant improvements to the immediate area. LEVEL OF SERVICE Intersection level of service (LOS) analyses were performed at the off -site intersections, intersections in close proximity and the site driveway along Coral Way using software that supports the current Highway Capacity Manual (HCS). Arterial analysis were performed using the city's adopted Transportation Corridors analysis. The analyses were performed to measure impacts at each location with and without the project. Table 2 depicts PM peak seasonally adjusted existing traffic, year 2007 background traffic growth (without project) and year 2007 with proposed site traffic. Table 3 depicts the LOS and delay at the locations under study. Figure 5 depicts site only traffic and Figure 6 depicts Year 2007 traffic with and without site traffic. 11 • TABLE 2 TRAFFIC VOLUME AT STUDY LOCATIONS YEAR 2007 YEAR YEAR BACKGPOUN0 2007 2007 02/24/05 SEASONAL GROWTH WITHOUT WITH PM PEAK INCREASE SEASONAL INCREASE COM SITE SITE TOTAL INTERSECTION AND APPROACH VOLUME VOLUME VOLUME' VOLUME2 DEV3 SUBTOTAL VOLUME VOLUME SW 37th Avenue & Coral Way EB LEFT 157 2 159 5 1 165 0 165 EB THRU 679 9 888 27 87 1002 8 1010 ES RIGHT 70 1 71 2 1 74 0 74 WBLEFT 208 2 210 6 18 234 0 234 WS THRU 1059 11 1080 32 84 1196 0 1196 WB RIGHT 467 5 472 14 25 511 0 511 NB LEFT 90 1 91 3 0 94 0 94 NB THRU 733 7 740 22 15 777 3 780 NB RIGHT 130 1 131 4 21 156 15 171 SB LEFT 241 2 243 7 30 280 5 256 SB THRU 757 8 765 23 11 799 0 799 SB RIGHT 91 1 92 3 0 95 0 95 SW 36th Avenue & Coral Way 1 86 EB LEFT B2 1 83 2 0 85 EB THRU 1185 12 1197 36 134 1367 7 1374 EB RIGHT 75 1 76 2 0 78 7 85 WB LEFT 109 1 110 3 114 227 5 232 WBTHRU 1744 18 1762 53 0 1815 0 1815 WE RIGHT 111 1 112 33 00 115 00 115 NB LEFT 0 0 2 0 2 NB THRU 2 0 2 0 00 6 NB RIGHT 6 0 6 0 0 6 SB LEFT 171 2 173 5 0 178 0 178 88 THRU 33 0 33 1 0 34 3 37 58 RIGHT 53 1 54 2 0 56 0 56 SW 37th Avenue & 22nd Terrace 182 2 184 E8 LEFT 175 2 177 5 0 EB THRU 210 2 212 6 0 218 0 218 EB RIGHT 212 2 214 6 0 220 0 220 WB LEFT 122 1 123 4 0 127 2 129 WB RIGHT 59 1 60 2 0 62 12 74 NB THRU 859 9 868 26 33 927 4 931 NB RIGHT 47 0 47 1 3 51 0 51 SB LEFT 37 0 37 1 0 38 0 38 SB THRU 1051 11 1062 32 30 1124 0 1124 SW 36th Avenue & 22nd Terrace 0 3 0 0 3 0 3 EB LEFT 3 EB THRU 328 3 331 10 0 341 0 341 EB RIGHT 22 0 22 1 0 23 0 23 WB LEFT 8 0 8 0 0 8 0 8 WBTHRU 148 1 149 4 0 153 0 153 W8 RIGHT 2 0 2 0 0 2 0 2 NE LEFT 29 0 29 1 0 30 0 30 NB THRU 9 0 9 0 0 9 0 9 NB RIGHT 37 0 37 1 0 38 0 38 SB LEFT 21 0 21 1 0 22 0 22 SB THRU 74 1 75 2 0 77 1 78 SB RIGHT 72 1 73 2 0 75 14 89 SITE DRIVEWAY 1660 EB THRU 1467 15 1482 44 134 1660 0 29 EB RIGHT 0 0 0 0 0 0 NB RIGHT 0 0 0 0 0 0 14 14 Arterial Summary SSW 37th Avenue North- and Southbound Two -Way Site Volume Summary = 24 Coral Way East- and Westbound Two-way Site Volume Summary = 34 1 A seasonal factor of 3..08% is used to increase existing volume to peak season conditions 2 A growth factor of 3.0% is used to increas traffic to year 2007 conditions 3 Committed Development - See Appendix tor committed development worksheet. n The Mlle TAP JN 5711 • • • TABLE 3 LEVEL OF SERVICE (LOS) AT STUDY LOCATIONS INTERSECTION AND APPROACH YEAR YEAR 2007 2007 PEAK WITHOUT WITH SEASON SITE TOTAL LOS SUBTOTAL VOLUME SW 37th Avenue & Coral Way EB LEFT E E E EB THRU & RIGHT D D E WB LEFT F F F WS THRU D E E WB RIGHT D E E NB LEFT B B S NB THRU & RIGHT C C D SB LEFT F F F SB THRU & RIGHT C C C INTERSECTION LOS D E E SW 36th Avenue & Coral Way EB LEFT F F F EB THRU & RIGHT A B B WB LEFT B F F WB THRU & RIGHT A B B NB LEFT, THRU & RIGHT C C C SB LEFT & THRU 0 D D SB RIGHT C C C INTERSECTION LOS B D D SW 37th Avenue & 22nd Terrace EB LEFT 8 B B EB THRU F F F EB RIGHT B B 8 WB LEFT D E E WB RIGHT E F F SB LEFT 8 B B SW 36th Avenue & 22nd Terrace EB LEFT, THRU & RIGHT A A A WB LEFT, THRU & RIGHT A A A NB LEFT, THRU & RIGHT B B 8 SB LEFT, THRU & RIGHT 8 B 8 SITE DRIVEWAY INS RIGHT N/A N/A 8 Note: SW 37th Avenue & Coral Way sgnal timing was modified to depict optimal conditions The Mile TAP JN 5711 • • • TRANSPORTATION CORRIDOR ANALYSIS Traffic volume counts were take in early March along Coral Way and SW 37th Avenue to determine daily and peak period volumes on these arterials, As previously shown in Table 2, the existing 2004 peak season volume is shown in Table 4. Table 5 depicts future year 2007 conditions at full build -out and occupancy. Table 5 shows that in year 2007 with project traffic included, the combined person - trip capacity for automobiles is above the trip demand during the PM peak hour. TRANSPORTATION CONTROL MEASURES PLAN The City of Miami requires that developments requiring a MUST' process explain how the developer plans to reduce the proposed site's traffic impact on adjacent roadways and nearby intersections. Upon completion and occupancy of the development, the developer should contact Miami -Dade Signals and Signs Division @ 305-592-8925 and request that traffic signal timing be optimized at the intersection of SW 37th Avenue and Coral Way. The developer intends to include a bicycle storage area, which may reduce vehicular (automobiles) use by residents. Other traffic reduction measures will reduce primary trip making, too. Some suggested measures are listed, but no limited to, as follows: - Encourage shared ridership (van pooling). - Post mass transit schedules in public areas. CONCLUSION All roadways studied will operate within acceptable level of service conditions with site traffic in build -out year 2007. The developer is strongly encouraged to be proactive with implementing a traffic controls measure plan, as discussed above. 14 • • TABLE 4 YEAR 2004 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS Arterial! Corridor Name Coral Way TWO-WAY VOLUME ROADWAY MODE N 2003 ROADWAY CORR VEHICULAR TYPE CAPACITY' 1 2 3 Adopted -Lis 3,740 5,984 Allowable —1- E+20 0.740) f ROADWAY ROADWAY PER. TRIP PER. TRIP ROADWAY CAPACITY ROADWAY VOLUME PER. TRIP ROADWAY apPV VEHICULAR PPV= EXCESS PERSON 1 6 VOLUME"' 1 1 PER. TRIP TRIP —.. �._. — — {7) SOS 3,112 4,357 1,627 J 0.73 MASS TRANSIT MODE LOCAL BUS EXPRESS RAIL TRAN TOTAL TOTAL TRANSIT TRANSIT TRANSIT PERSON. _._ TRIP PER TRIP PER. TRIP PER. CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIPJt LOAD = LOAD = LOAD LOAD - ...TRIP EXCESS DESIGN DESIGN-T.DESIGN DESIGN VOLUME CAPACITY 8 9 10 , 1 t 12 13 WI-AVG AVG HEADWAY SEATS R!DERSHI DESIGN BOTH PER PAX LOAD DIRECTIONS VEH PER HOUR FACTOR PAX CAPACITY PERCENT RIDERSHIP SW 37th Avenue TWO-WAY VOLUME Adopted- Allowable E 20 1374) 1 3,746 _....5,964 2,085 .......i.�._ . 5,603 ....._ 0.06......r. Coral Way LOS TA 0.00 0.65 0.65 0.65 0.65 0.65 0.66 0.95 0.96 100 C C SW 37th Avenue LOS TABLE 00 C 0.65 C 0.65 C 0.65 C 0.65 C 0.65 C 0.66 D 0.95 D 0.96 6 Coral Way FDOT LOS Table Volumes Q nib C 2,430 _.... p 3,540 E 3,740 SW 37th Avenue DOT LOS Table Volumes B 111a C __.2,430_ -. 0 — 3,540 E 3,740 WT AVG AVG HEADWAY SEATS RIDERS DESIGN BOTH PER PAX LOAD PAX PERCENT DIRECTION VEH PER HOUR FACTOR CAPACITY RIDERSHIP • Volume is bum the year 2002 FDOT LOS tables " Existing volume adjusted to peak season CORRIDOR TOTALS CORRIDOR CORRIDOR PERSON PERSON TRIP TRIP CAPACITY VOWME. .114 15 CORRIDOR CORRIDOR _ FR[P PERSON__, EXCESS CAPACITY 16 17 LDS 5,984 4,357 1,627 0.73 AUTO PERSON TRIPS = 4,357 TRANSIT PERSON TRIPS = 0 TOTAL PERSON TRIPS J. 4,357 #00.0% 0.0% 100.0% 5,984 381 5 003 0.06 C AUTO PERSON TRIPS = 381 100.0% -rumSIT PERSON TRIPS = 0 0.0% TOTAL PERSON TRIPS = 381 100.0% 1 The Mile Transport Analysis Professionals, inc. JN 5711 • TABLE 5 FUTURE YEAR (2007) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arterial t Corridor Name Coral Way TWO•WAY VOLUME ROADWAY MODE te5 ROADWAY ' ROADWAY PER. TRIP-..- PER. TRIP ROADWAY 2007 ROADWAY CAPACITY ROADWAY VOLUME PER. TRIP ROADWAY CORR VEHICULAR PPV= VEHICULAR QPPV= _.., EXCESS PERSON_ TYPE CAPACITY' 1.6 VOLUME^' 1.4 PER _1RIP TRIP 1i_ —.(2] (3k 4k 6 (7 Las Adopted LS 3,740 5,964 3,288__...,..,.,, 4,600 ..._ _....1,384 0.77 D Allowable _._.,.,... �,. ......_.., _� .._......_ .. Ea21 (3,740). MASS TRANSIT MODE LOCAL BUS EXPRESS RAIL TRAN TOTAL TOTAL TRANSIT PER. TRIP PER. TRIP PCR_ TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP ya LOAD = (6 LOAD x le LOAD = I LOAD = TRIP EXCESS DESIGN DESIGN DESIGN DESIGN VOLUME CAPACITY (e) (9) f0 11 12 (13y 0 0 0 CORRIDOR TOTALS CORRIDOR PERSON TRIP CAPACITY (14) CORRIDOR_ CORRIDOR PERSON CORRIDOR-_� PERSON TRIP PERSON TRIP EXCESS TRIP VOLUME CAPACITY VIC (151 (18} {17k LOS 5,084 4,600 1,384 r 0.77 HEADWAY BOTH DIRECTION; WT AVG AVG SEATS RIDERSHIP DESIGN PER PAX LOAD VON PER HOUR FACTOR PAX CAPACITY PERCENT RIDERSHIP AUTO PERSON TRIPS = 4,600 100.0% TRANSIT PERsoN TRIPS= 0 0. TOTAL PERSON TRIPS = 4,600 100.0% SW 37th Avenue TWO-WAY VOLUME Allowable E+20_ (3,740 L5 3,740 5, 2.2313 3,133 2,651 0-52 Coral Way I SW 37th Avenue Cora( Way SW 37th Avenue 0.00 C 0.00 C B 390 B rda 0.65 C 0.65 C C 2,430 C 2,430 3,540 �.. 0.65 E H 3,740 C ....-.. 0,65 C 3,740 0.65 C 0.65 C 0 65 C 0.65 C 0.66 D 0.66 D 0.95 D 0.95 0 0.96 E 0.96 E 1.00 E 1.00 E 0 0 5,984 3,433 2,851 0-52 WFAVG AVG HEADWAY SEATS RIDERSHIP BOTH PER PAX DIRECTION VON PER HOUR DESIGN LOAD PAX PERCENT FACTOR CAPACITY RIDERSHIP FACTOR] 2003-2007 Ann. GT 1 r (corn = 1.0406 Transit PROJECT VOLUME ASS GNED outdo r Di an Pr ' Auto Trt Perso Tr) Coral Way Inbound (NB) 24 0 Outbound (56) 24 0 SW 37th Avenue Inbound (EB 34 0 Outbound (WEB 34 AUTO PERSON TRIPS = TRANSIT PERSON TRIPS = TOTAL PERSON TRIPS = 3,133 100.0% 0 00% 3,133 100.0% Volume is from the year 2002 FOOT LOS tables LOS A 8 8 not possible under assumptions - other viz cutoffs use FOOT LOS table ratios Existing volume adjusted to peak season Project Auto Trips Include Committed Development The Mile Transport Analysis Professionals, Inc. JAI 5711 • APPENDICES • • • • • APPENDIX A TRAFFIC STUDY METHODOLOGY • • • The Mile Traffic Methodology We are proposing on a traffic study and request your input as to the methodology and scope. The location is 3622 Coral Way in the city of Miami. The site is on the south side of Coral Way between SW 37th Avenue (the boundary line between Miami and Coral Gables) and SW 36th Avenue. The developer is proposing a mixed -use development with the following land uses: • Condominiums • Retail The intersections we are proposing to study during the PM peak are as follows: • SW 37th Avenue and Coral Way (signalized) • SW 37th Avenue and SW 22nd Terrace (unsignalized) • SW 36th Avenue and Coral Way (signalized) • SW 36th Avenue and SW 22nd Terrace (unsignalized) • Site driveways at public roadways The two arterials are as follows: • Coral Way (SW 22nd Street) • Douglas Road SW 37th Avenue) (Both roadways have bus routes) The proposed study area is as follows: • North: SW 8th Street (Tamiami Trail) • South: SW 40th Street (Bird Road) • East: SW 27th Avenue • West: SW 37th Avenue (the boundary between Coral Gables and Miami) Other considerations: • We plan to use the 7th edition of ITE's Trip Generation to estimate site traffic. • We plan to use the 2005 MUATS model for site traffic distribution. • We will research committed development and present a proposed list to URS and the city for review, discussion and acceptance. • We will use FDOT's seasonal data to factor existing volumes. • We will use historical growth for the two study arterials and intersections. If growth is negative, we will use a 1% growth factor through the development's programmed build -out year. • We will research & use all bus route schedules for both arterials, if needed. • We will research the TIP and LRTP for future roadway improvements. • We will provide TCM recommendations. • APPENDIX B TRAFFIC VOLUME DATA • • CROSSROADS ENGINEERING DATA, INC. 13284 SW 120Th ST, MIAMI, FLORIDA 33186 File Name : 12345678 305-233-3997 Site Code : 12345678 Start Date : 02/2412005 Page Na : 2 Start Time Frig ht W 37TH AV From North Thr 1 Left Ped App. u s Total Rig ht Be CORAL WAY From East Thr u eft Ped App. Total Rig ht Th SW 37TH AVE From South Bea r Left e ed I App. s ' Total Rig ht Thr u CORAL WAY From West Left 11 d Left Ped App. Total int. Total Peak Hour From 04:00 PM to 05 45 PM - Peak 1 of 1 Intersectio 04:45 PM Volume 91 757 241 0 1089 Percent 8,4 6 22. 0.0 05:30 13 196 68 0 277 Volume Peak Factor Hlgh Int. 05:15 PM Volume 24 193 60 0 277 Peak Factor • • 0.983 257 210 109 208 14. 12, 61. 11. 7 0 3 9 64 84 257 66 0 1744 0.0 0 451 05:00 PM 76 47 291 55 0 469 0.930 130 733 13. 76. 6 9 32 180 3 87 0 953 0.3 9.1 0.0 0 17 0 229 04:45 PM 46 201 2 32 0 281 0.848 70 879 154 3 0 7 6 1 9 6.3 0.3 0.0 18 234 48 0 0 1106 4892 300 05:30 PM 18 234 46 0 0 300 0.922 ME RICK WAY `.) 1; 81 SW 37TH AVE Out In Totat 1 10891 , 22-33 j 1 1 911 7571 2411 01 Right T IN Left Peds 11441 North /24/05 4:45:00 PM /24/05 5:30:00 PM AUTOS RTOR ~1 Bar I r Left Left Thru Right Pods 1 1871 31 7331 130! 0 1 10351 1 953 Out In Totat SW 37TH AVE 19881 1257 0.973 CROSSROADS ENGINEERING DATA, INC. 13284 SW 120TH ST, MIAMI, FLORIDA 33186 File Name : 37TH&22TERR 305-233-3997 Site Code : 02240522 Start Date : 02/24/2005 Page No : 2 SW 37TH AVE From North Ped a Tat! R gh 1 Thru Peak Hour From 04:00 PM to 05:45 PM • Peak 1 of 1 Intersection 04:00 PM 105 37 17 1105 Volume 0 1 Percent 0.0 95.1 3.3 1,5 04:45 0 268 10 4 279 Volume Peak Factor High Int, 04:45 PM Volume 0 265 10 4 279 Peak Factor • Start Time Left 0.990 Rfgh SW 22140) TERR From East Thru ILeft Ped App_ 1 s , Total Righ SW 37TH AVE From South Thru Left Ped App. Rlgh Total t SW 22ND TERR From West Thru Left Pad App. Int. Total Total 59 0 122 33 27.6 0.0 57.0 15,4 19 0 30 5 04:30 PM 15 0 214 54 38 8 61 0.877 1) { 10931 47 859 0 0 906 5,2 94.8 0.0 0,0 13 220 0 0 233 04:15 PM 11 226 0 0 237 0.956 SW 37TH AVE Out In Total C 21981 North 212 210 175 8 605 35.0 34.7 28.9 1.3 58 47 45 2 152 04:00 PM 55 65 41 3 164 0.922 12f24105 4:00:00 PM i24l05 4:45:00 PM AUTO HEAVY VEHICLES RTOR Loft Thru RI ht Pe © 89'I f 13851 22911 Out to Total SW 37TH AVE 2830 718 0.985 CROSSROADS ENGINEERING DATA, INC. 13284 SW 120T11 ST, MIAMI, FLORIDA 33186 305-233-3997 File Name : 36TH&22TERR Site Code : 02240510 Start Date : 02/24/2005 Page No : 2 Start Time Righ SW 38TH AVE From North Thru Left Pad a_ App. Total RIgh SW 22N0 TESR From Seat Thru Left Ped App. Tatat Righ T tl SW 38TH AVE From South Left Ped a App. Total RIgh SW 22NO TERR From West Thru Left Ped 1 App. a I Total tnt. Total Peak Hour From 04:00 PM to 05:45 PM • Peak 1 of 1 intersection 05:00 PM Votume 72 74 21 3 170 Percent 42,4 43.5 12.4 1,8 05:00 23 18 7 0 48 Volume Peak Factor High Int. 05:00 PM Volume 23 18 7 0 48 Peak Factor 0.885 2 148 8 1 159 1,3 93.1 5,0 0,6 0 36 0 0 36 05:15 PM 0 42 3 0 45 0.883 37 9 29 1 76 48.7 11,8 38.2 1.3 14 3 9 0 28 05:00 PM 14 3 9 0 26 0,731 1 22 328 3 13 366 771 8,0 89.6 0.8 3.8 11 80 1 8 100 210 0.918 05:00 PM 11 80 1 8 100 0,915 SW 38TH AVE Out In Total 14 r 1701 I 1 1 1841 I f 1 72L 741 21 31 Rlght Thru Left Pads 4' '� North p24105 5:00;00 PM 24105 5:45;00 PM AUTO HEAVY VEHICLES 104j Out ]n Tcta{ SW 387H AVE 1801 6 • CROSSROADS ENGINEERING DATA, INC. 13284 SW 120TH ST, MIAMI, FLORIDA 33185 345-233-3997 File Name : 36TH&CORAL Site Code : 02240524 Start Date ; 02/24/2005 Page No : 2 SW 36TH AVE From North CORAL WAY From East SW 36TH AVE From South CORAL WAY From West Right Thru Left Ped t s ARP. Total RIph 1 Thru t i Lett Ped s _ App, Total Rlgh t , Thru Left Ped a App. Total Rigt1 Thru t Left Ped App. a_ Totai Int. Total Start Time 04:00PMto05:45PM•Peak lof1 05:00 PM 53 33 171 13 270 19.6 12.2 83.3 4.8 14 8 56 2 80 05:30 PM 14 8 56 2 80 0,844 111 t74 5.6 88.6 23 441 05:00 PM 25 463 109 5.5 27 32 5 0.3 1 1 1969 492 521 0.945 6 2 35.3 11.8 3 1 05:30 PM 3 1 0 0.0 0 0 9 52.9 3 3 17 7 7 0.607 75 115 5.5 87.6 9 327 06:30 PM 9 327 B2 8.1 20 20 10 1352 0.7 4 360 4 360 0.939 3808 939 0,461 Peak Hour From intersection Volume Percent 05:30 Vaiume Peak Factor High Int. Volume SW 36TH AaE Out In Tatat 1 1951 4651 ®®®® oht Thru Ri Left I-► North Pa 24105 5:00:00 PM 24105 5:45:00 PM AUTO HEAVY VEHICLES RTOR 217] Out In Total SW 3STH AVE s 4 N 03/02/05 17:02:45 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5711-NB&SB Info 1 : SW 37th Avenue S/O Info 2 : SW 23rd Street Page: 1 Date : Feb 28, 2005 Mon Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 1 2 3 4 5 6 7 8 9 10 11 .PM 12 237 244 235 257 973 230 227 239 291 987 1 240 237 255 206 938 271 257 281 284 1093 2 235 233 245 241 954 289 309 291 271 1160 3 225 238 246 235 944 308 268 335 270 1181 4 235 228 251 244 958 299 253 280 301 1133 5 251 208 213 220 892 274 275 295 298 1142 6 241 222 237 207 907 283 320 274 282 1159 7 196 204 188 160 748 206 228 225 189 848 8 168 157 121 106 552 198 176 133 153 660 9 129 170 218 107 624 141 117 140 98 496 10 129 101 108 86 424 122 102 98 78 400 11 81 80 71 41 273 73 75 66 55 269 1960 2031 2114 2125 2091-- 2034 - 2066 1596 1212 1120 824 542 TOTALS 47% 9187 53% 10528 AVERAGE 191.4 period 765.6 219.3 period 877.3 Peak PM Hour is *** 2:45pm to 3:45pm *** Volume Lane 1 : 950 Lane 2 : 1182 Combined: 2132 Directional Split : 45% 55% Peak Hour Factor 0.965 0.882 0.917 Peak / Day Total 0.103 0.112 0.108 • 19715 1642.9 03/02/05 17:02:45 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute Site ID : 5711-NB&SB Info 1 : SW 37th Avenue S/O Info 2 : SW 23rd Street Page: 2 Date : Mar 1, 2005 Tue Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 29 51 27 24 131 39 37 31 30 137 268 1 18 11 10 14 53 22 14 18 8 62 115 2 12 7 7 10 36 7 7 8 17 39 75 3 6 6 10 7 28 4 9 7 8 28 56 4 8 12 8 16 44 8 5 10 7 30 74 5 26 34 56 60 176 17 16 26 52 111 287 6 77 119 129 152 477 39 67 119 149 374 851 7 186 224 248 240 898 194 213 202 239 848 1746 8 266 303 301 281 1151 263 295 308 256 1122 2273 9 289 251 262 241 1043 232 212 233 228 905 1948 10 246 266 245 262 1019 216 209 215 238 878 1897 11 257 231 228 266 982 199 188 174 238 799 1781 0 PM 12 255 235 252 249 991 266 242 273 273 1054 2045 1 243 232 233 241 949 249 262 289 287 1087 2036 2 233 234 246 263 976 257 292 314 290 1153 2129 3 242 240 247 243 972 291 320 294 266 1171 2143 4 279 246 230 258 1013 254 259 286 289 1088 2101- 5 228 185 210 237 860 290 270 297 313 1170 2030- 6 241 233 245 233 952 310 303 279 289 1181 2133 7 238 187 185 183 793 242 245 202 211 900 1693 8 175 168 179 137 659 191 165 147 146 649 1308 9 143 173 235 134 685 166 152 136 134 588 1273 10 150 107 98 86 441 129 100 88 80 397 838 11 84 69 65 50 268 69 54 47 40 210 478 TOTALS 49% 15597 51% 15981 31578 AVERAGE 162.5 period 649.9 166.5 period 665.9 1315.8 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 1151 Lane 2 : 1122 Combined: 2273 Directional Split : 51% 49% Peak Hour Factor 0.950 0.911 0.933 Peak / Day Total 0,074 0.070 0.072 Peak PM Hour is *** 2:30pm to 3:30pm *** Volume Lane 1 : 991 Lane 2 : 1215 Combined: 2206 Directional Split : 45% 55% Peak Hour Factor 0.942 0.949 0.985 Peak / Day Total 0.064 0.076 0.070 03/02/05 17:02:45 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5711-NB&SB Info 1 : SW 37th Avenue S/0 Info 2 : SW 23rd Street Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Page: 3 Date : Mar 2, 2005 Wed Factor : 1,00 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 34 31 26 25 116 41 44 32 23 140 256 1 24 10 12 11 57 17 23 19 14 73 130 2 11 13 7 6 37 13 3 11 5 32 69 3 13 7 10 8 38 12 12 6 4 34 72 4 9 9 14 16 48 5 12 10 15 42 90 5 26 28 52 56 162 12 15 20 47 94 256 6 88 119 138 144 489 60 80 109 145 394 883 7 182 241 221 255 899 201 234 213 234 882 1781 8 285 286 305 284 1160 284 278 254 267 1083 2243 9 276 270 245 254 1045 220 224 214 245 903 1948 10 250 253 210 287 1000 193 220 214 214 841 1841 11 219 236 241 244 940 232 206 203 172 813 1753 .PM 12 1 2 3 4 5 6 7 8 9 10 11 TOTALS 53% 5991 47% 5331 11322 AVERAGE 124.8 period 499.3 111.1 period 444.3 943.5 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 1160 Lane 2 : 1083 Combined: 2243 Directional Split : 52% 48% Peak Hour Factor 0.951 0.953 0.986 Peak / Day Total 0.194 0.203 0.198 • 03/02/05 17:02:45 4111 ************* TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Final Report (page 1 Site ID : 5711-NB&SB Info 1 : SW 37th Avenue S/O Info 2 : SW 23rd Street Page: 4 of 2) ************** Start Date : Feb 28, 2005 Mon End Date : Mar 2, 2005 Wed Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-NB Hour 2-SE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total • AM 12 63 82 53 49 247 1 42 21 22 25 110 2 23 20 14 16 73 3 19 12 20 15 66 4 17 21 22 32 92 5 52 62 108 116 338 6 165 238 267 296 966 7 368 465 469 495 1797 8 551 589 606 565 2311 9 565 521 507 495 2088 10 496 519 455 549 2019 11 476 467 469 510 1922 PM 12 492 479 487 506 1964 1 483 469 488 447 1887 2 468 467 491 504 1930 3 467 478 493 478 1916 4 514 474 481 502 1971 5 479 393 423 457 1752 6 482 455 482 440 1859 7 434 391 373 343 1541 8 343 325 300 243 1211 9 272 343 453 241 1309 10 279 208 206 172 865 11 165 149 136 91 541 80 81 63 53 277 39 37 37 22 135 20 10 19 22 71 16 21 13 12 62 13 17 20 22 72 29 31 46 99 205 99 147 228 294 768 395 447 415 473 1730 547 573 562 523 2205 452 436 447 473 1808 409 429 429 452 1719 431 394 377 410 1612 496 469 512 564 2041 520 519 570 571 2180 546 601 605 561 2313 599 588 629 536 2352 553 512 566 590 2221 564 545 592 611 2312 593 623 553 571 2340 448 473 427 400 1748 389 341 280 299 1309 307 269 276 232 1084 251 202 186 158 797 142 129 113 95 479 524 245 144 128 164 543 1734 3527 4516 3896 3738 3534 4005 4067 4243 4268 4192 4064 4199 3289 2520 2393 1662 1020 TOTALS 49% 30775 AVERAGE 320.6 period 1282.3 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 2311 Lane 2 : 2205 Combined: 4516 Directional Split : 51% 49% Peak Hour Factor 0.953 0.962 0.967 Peak / Day Total 0.075 0.069 0.072 Peak PM Hour is *** 2:45pm to 3:45pm *** Volume Lane 1 : 1942 Lane 2 : 2377 Combined: 4319 Directional Split : 45% 55% 4111 Peak Hour Factor 0.963 0.945 0.962 Peak / Day Total 0.063 0.075 0.069 51% 331.7 period 31840 1326.7 62615 2609.0 03/02/05 17:02:45 1111 ************* TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Final Report (page 2 of 2) Site ID : 5711-NB&SB Info 1 : SW 37th Avenue S/O Info 2 : SW 23rd Street Page: 5 ************** Start Date : Feb 28, 2005 Mon End Date : Mar 2, 2005 Wed Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-NE Hour 2-SE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total. Total AM 12 32 41 27 25 124 40 41 32 27 139 263 1 21 11 11 13 55 20 19 19 11 68 123 2 12 10 7 8 37 10 5 10 11 36 73 3 10 6 10 8 33 8 11 7 6 31 64 4 9 11 11 16 46 7 9 10 11 36 82 5 26 31 54 58 169 15 16 23 50 103 272 6 83 119 134 148 483 50 74 114 147 384 867 7 184 233 235 248 899 198 224 208 237 865 1764 8 276 295 303 283 1156 274 287 281 262 1103 2259 9 283 261 254 248 1044 226 218 224 237 904 1948 10 248 260 228 275 1010 205 215 215 226 860 1870 11 238 234 235 255 961 216 197 189 205 806 1767 III1PM 12 246 240 244 253 982 248 235 256 282 1021 2003 1 242 235 244 224 944 260 260 285 286 1090 2034 2 234 234 246 252 965 273 301 303 281 1157 2122 3 234 239 247 239 958 300 294 315 268 1176 2134 4 257 237 241 251 986 277 256 283 295 1111 2097 5 240 197 212 229 876 282 273 296 306 1156 2032 6 241 228 241 220 930 297 312 277 286 1170 2100 7 217 196 187 172 771 224 237 214 200 874 1645 8 172 163 150 122 606 195 171 140 150 655 1261 9 136 172 227 121 655 154 135 138 116 542 1197 10 140 104 103 86 433 126 101 93 79 399 832 11 83 75 68 46 271 71 65 57 48 240 511 TOTALS 49% 15387 51% 15920 31307 AVERAGE 80.1 period 320.6 82.9 period 331.7 652.2 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 1157 Lane 2 : 1104 Combined: 2258 Directional Split : 51% 49% Peak Hour Factor 0.955 0.962 0.967 Peak / Day Total 0.075 0.069 0.072 Peak PM Hour is *** 2:45pm to 3:45pm *** Volume Lane 1 : 972 Lane 2 : 1190 Combined: 2160 Directional Split : 45% 55% III1Peak Hour Factor 0.964 0.944 0.963 Peak / Day Total 0.063 0.075 0.069 03/02/05 16:39:21 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305--365-0777 *** Dual Channel 15 Minute *** Site ID : 5711--30 Info 1 : SW 22nd Street E/O Info 2 : SW 37th Avenue Page: 1 Date : Feb 28, 2005 Mon Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-E13 Hour 2-W5 Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 1 2 3 4 5 6 7 8 9 10 11 .PM 12 309 343 301 325 1278 355 387 374 377 1493 2771 1 294 299 309 277 1179 373 382 413 387 1555 2734 2 307 332 299 295 1233 362 386 388 414 1550 2783 3 311 296 297 312 1216 402 427 432 451 1712 2928 4 298 307 284 307 1196 437 478 455 457 1827 3023 — 5 307 332 369 330 1338 472 441 410 405 1728 3066- 6 310 307 325 311 1253 407 488 423 422 1740 2993 7 281 299 257 256 1093 396 385 339 324 1444 2537 8 254 239 232 195 920 259 223 216 228 926 1846 9 193 191 190 168 742 169 168 150 154 641 1383 10 166 169 164 140 639 144 136 134 109 523 1162 11 125 96 89 68 378 83 92 81 93 349 727 TOTALS 45% 12465 AVERAGE 259.7 period 1038.8 55% 15488 322.7 period 1290.7 Peak PM Hour is *** 4:45pm to 5:45pm *** Volume Lane 1 : 1315 Lane 2 : 1780 Combined: 3095 Directional Split : 42% 58% Peak Hour Factor 0.891 0.943 0.993 Peak / Day Total 0.105 0.115 0.111 • 3C ,&/_ ' 2/ 27953 2329.4 /1 Z 03/02/05 16:39:21 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5711-30 Info 1 : SW 22nd Street E/O Info 2 : SW 37th Avenue Page: 2 Date : Mar 1, 2005 Tue Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 49 48 40 30 167 48 50 41 36 175 342 1 44 21 15 16 96 34 24 27 9 94 190 2 12 6 12 9 39 17 13 17 12 59 98 3 8 4 9 7 28 9 12 7 14 42 70 4 7 6 6 13 32 18 9 10 11 48 80 5 17 16 24 61 118 17 14 35 39 105 223 6 76 108 135 236 555 51 69 110 172 402 957 7 313 369 405 416 1503 210 213 272 313 1008 2511 8 402 383 388 383 1556 319 340 383 421 1463 3019 9 351 356 330 322 1359 341 304 295 341 1281 2640 10 326 288 298 285 1197 334 306 338 330 1308 2505 11 303 305 303 275 1186 357 337 313 372 1379 2565 1111Pm 12 324 310 321 336 1291 387 395 383 378 1543 2834 1 330 315 349 332 1326 400 427 416 384 1627 2953 2 345 315 312 334 1306 387 378 390 383 1538 2844 3 321 310 288 310 1229 395 457 444 433 1729 2958 4 298 333 287 301 1219 430 458 464 467 1819 3038- 5 318 365 327 343 1353 465 424 479 476 1844 3197- 6 323 307 334 336 1300 464 479 454 457 1854 3154 7 329 302 293 261 1185 423 419 365 361 1568 2753 8 233 231 212 242 918 254 277 239 248 1018 1936 9 194 215 222 198 829 234 212 174 152 772 1601 10 174 126 167 126 593 155 142 126 124 547 1140 11 119 110 100 66 395 92 96 64 57 309 704 TOTALS 47% 20780 53% 23532 44312 AVERAGE 216.5 period 865.8 245.1 period 980.5 1846.3 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 1556 Lane 2 : 1463 Combined: 3019 Directional Split : 52% 48% Peak Hour Factor 0.968 0.869 0.939 Peak / Day Total 0.075 0.062 0.068 Peak PM Hour is *** 5:15pm to 6:15pm *** Volume Lane 1 : 1358 Lane 2 : 1843 Combined: 3201 Directional Split : 42% 58% Peak Hour Factor 0.930 0.962 0.977 Peak / Day Total 0.065 0.078 0.072 03/02/05 16:39:21 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute Site ID : 5711-30 Info 1 : SW 22nd Street E/O Info 2 : SW 37th Avenue * * * Page: 3 Date : Mar 2, 2005 Wed Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total. 0 15 30 45 Total Total AM 12 66 38 43 36 183 55 54 36 31 176 359 1 32 17 13 12 74 28 24 16 10 78 152 2 16 15 8 13 52 16 17 13 7 53 105 3 8 5 8 9 30 9 4 14 15 42 72 4 9 5 9 14 37 8 12 12 11 43 80 5 13 15 38 55 121 16 24 30 37 107 228 6 78 113 141 208 540 46 72 112 176 406 946 7 291 366 413 398 1468 198 236 262 288 984 2452 8 401 372 380 368 1521 308 349 382 366 1405 2926 9 346 355 323 296 1320 346 310 321 328 1305 2625 10 299 295 300 279 1173 309 342 316 339 1306 2479 11 300 303 295 277 1175 316 376 322 342 1356 2531 OPM 12 1 2 3 4 5 6 7 8 9 10 11 TOTALS 51% 7694 49% 7261 14955 AVERAGE 160.3 period 641.2 151.3 period 605.1 1246.3 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 1521 Lane 2 : 1405 Combined: 2926 Directional Split : 52% 46% Peak Hour Factor 0.948 0.920 0.960 Peak / Day Total 0.198 0.193 0.196 03/02/05 16:39:21 ************* TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Final Report (page 1 of 2) Site ID : 5711-30 Info 1 : SW 22nd Street E/O Info 2 : SW 37th Avenue Page: 4 ************** Start Date : Feb 28, 2005 Mon End Date : Mar 2, 2005 Wed Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-EB Hour 2-WE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 115 86 83 66 350 103 104 77 67 351 701 1 76 38 28 28 170 62 48 43 19 172 342 2 28 21 20 22 91 33 30 30 19 112 203 3 16 9 17 16 58 18 16 21 29 84 142 4 16 11 15 27 69 26 21 22 22 91 160 5 30 31 62 116 239 33 38 65 76 212 451 6 154 221 276 444 1095 97 141 222 348 808 1903 7 604 735 818 814 2971 408 449 534 601 1992 4963 8 803 755 768 751 3077 627 689 765 787 2868 5945 9 697 711 653 618 2679 687 614 616 669 2586 5265 10 625 583 598 564 2370 643 648 654 669 2614 4984 11 603 608 598 552 2361 673 713 635 714 2735 5096 4110 PM 12 633 653 622 661 2569 742 782 757 755 3036 5605 1 624 614 658 609 2505 773 809 829 771 3182 5687 2 652 647 611 629 2539 749 764 778 797 3088 5627 3 632 606 585 622 2445 797 884 876 884 3441 5886 4 596 640 571 608 2415 867 936 919 924 3646 6061 5 625 697 696 673 2691 937 865 889 881 3572 6263 6 633 614 659 647 2553 871 967 877 879 3594 6147 7 610 601 550 517 2278 819 804 704 685 3012 5290 8 487 470 444 437 1838 513 500 455 476 1944 3782 9 387 406 412 366 1571 403 380 324 306 1413 2984 10 340 295 331 266 1232 299 278 260 233 1070 2302 11 244 206 189 134 773 175 188 145 150 658 1431 TOTALS 47% 40939 AVERAGE 426.4 period 1705.8 53% 482.1 period 46281 1928.4 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 3077 Lane 2 : 2868 Combined: 5945 Directional Split : 52% 48% Peak Hour Factor 0.958 0.911 0.966 Peak / Day Total 0.075 0.062 0.068 Peak PM Hour is *** 5:00pm to 6:00pm *** Volume Lane 1 : 2691 Lane 2 : 3572 Combined: 6263 Directional Split : 43% 57% .Peak Hour Factor 0.965 0.953 0.988 Peak / Day Total 0.066 0.077 0.072 87220 3634.2 03/02/05 16:39:21 Ilk ************* TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Final Report (page 2 of 2) Site ID : 5711-30 Info 1 : SW 22nd Street E/O Info 2 : SW 37th Avenue Page: 5 ************** Start Date : Feb 28, 2005 Mon End Date : Mar 2, 2005 Wed Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 1 2 3 4 5 6 7 8 9 10 11 Allipm 12 12 1 2 3 4 5 6 7 8 9 10 11 58 43 42 33 175 52 52 39 34 176 351 38 19 14 14 85 31 24 22 10 86 171 14 11 10 11 46 17 15 15 10 56 102 8 5 9 8 29 9 8 11 15 42 71 8 6 8 14 35 13 11 11 11 46 81 15 16 31 58 120 17 19 33 38 106 226 77 111 138 222 548 49 71 111 174 404 952 302 368 409 407 1486 204 225 267 301 996 2482 402 378 384 376 1539 314 345 383 394 1434 2973 349 356 327 309 1340 344 307 308 335 1293 2633 313 292 299 282 1185 322 324 327 335 1307 2492 302 304 299 276 1181 337 357 318 357 1368 2549 317 327 311 331 1285 312 307 329 305 1253 326 324 306 315 1270 316 303 293 311 1223 298 320 286 304 1208 313 349 348 337 1346 317 307 330 324 1277 305 301 275 259 1139 244 235 222 219 919 194 203 206 183 786 170 148 166 133 616 122 103 95 67 387 371 391 379 378 1518 387 405 415 386 1591 375 382 389 399 1544 399 442 438 442 1721 434 468 460 462 1823 469 433 445 441 1786 436 484 439 440 1797 410 402 352 343 1506 257 250 228 238 972 202 190 162 153 707 150 139 130 117 535 88 94 73 75 329 2803 2844 2814 2944 3031 3132 3074 2645 1891 1493 1151 716 TOTALS 47% 20469 AVERAGE 106.6 period 426.4 53% 120.5 period 23140 43609 482.1 908.5 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 1540 Lane 2 : 1436 Combined: 2973 Directional. Split : 52% 48% Peak Hour Factor 0.958 0.911 0.967 Peak / Day Total 0.075 0.062 0.068 Peak PM Hour is *** 5:00pm to 6:00pm *** Volume Lane 1 : 1347 Lane 2 : 1788 Combined: 3132 Directional Split : 43% 57% 4110Peak Hour Factor 0.965 0.953 0.987 Peak / Day Total 0.066 0.077 0.072 • • • APPENDIX C CAPACITY ANALYSES TRAFFIC SIGNAL TIyIING DATA SHORT REPORT General ;Info rmat lon :: Site Information Analyst RPErl'AP Agency or Co. Date Performed 03/01/2005 Time Period PM Peak Intersection SW 37th Ave & Coral Way Area Type All other areas Jurisdiction 2005 Pk Season & New Analysis Year Timing Volume and Tuning 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 1 1 2 0 1 2 0 Lane group L TR L T R L TR L TR Volume (vph} 159 888 71 210 1080 472 91 740 131 243 765 92 Heavy veh 0 2 0 2 0 0 0 2 0 0 2 0 PHF 0 0.92 0.92 0.92 0.93 0.93 0.93 0.85 0.85 0.85 0.98 0.98 0.98 Actuated (PIA) A PP APP A A A A A A Startu• lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 MI Arrival t •e 3 3 3 3 11131111=11011C EM Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped!Bike/RTOR Volume 0 1 0 10 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N ONNO N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm Excl. Left 03 04 Excl. Left NS Per 07 08 G= 33.9 G= 55 G= G= G= 7.5 G= 37,1 G= G= Timing Y= 3 Y= 5 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrq _ 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination Eg WB NB SB Adj. flow rate 173 1041 226 1161 497 107 1025 248 875 Lane group cap. 229 1191 225 1227 547 249 1290 211 1297 v/c ratio 0.76 0.87 1.00 0.95 0.91 0.43 0.79 1.18 0.67 Green ratio 0.42 0.34 0.42 0.34 0.34 0.48 0.37 0.48 0.37 Unif. delay di 42.0 31,0 42.7 32.2 31.6 17.4 28.1 23.6 26.4 Delay factor k 0.31 0.50 0.50 0.50 0.50 0,11 0.34 0.50 0.25 Increm. delay d2 13.4 9.0 61,1 15.7 21.5 1.2 3.5 117.4 1.4 PP factor 1,000 1.000 1, 000 1.000 1.000 1.000 1.000 1.000 1,000 Control delay 55.3 40.1 103.8 47.8 53.1 18.6 31.6 140.9 27.8 Lane group LOS F D F 0 D B C F C Apprch. delay 42 3 55.9 30.4 52.8 Approach LOS D E C D Intersec. delay 46.8 Intersection LOS D HCS2000TM • Copyright 2000 University of Florida, AEI Rights Reserved ere on a. 1 e • SHORT REPORT General information - . Site information Analyst RPEIAP Agency or Co, Date Performed 03/01/2005 Time Period PM Peak intersection SW 37th Ave & Coral Way Area Type Ali other areas ,Jurisdiction 2007 Without Site & New Analysis Year Timing Volume and Timing 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 1 1 2 0 1 2 0 Lane group L TR L. T R L TR L TR Volume (vph) 165 1002 74 234 1196 511 94 777 156 280 799 95 % Heavy veh 0 2 0 0 2 0 0 2 0 0 2 0 PHF 0.92 0.92 0.92 0.93 0.93 0.93 0.85 0.85 0.85 0.98 0.98 0.98 Actuated (P/A) A P P A PPA A A A A A Startup lost time 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3,0 3.0 3.0 3.0 3.0 Ped/Bike1RTOR Volume 0 1 0 10 0 0 0 0 Lane Width 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 stopslhr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm Excl. Left 03 04 1. Left NS Perm 07 08 Timing G= 33.9 G= 5.5 G= G= G= 7.5 G= 37.1 G= G= Y= 3 Y= 5 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis Vs) = 0.25 C de y Len gth C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 179 1168 252 1286 539 111 1098 286 912 Lane group cap. 229 1192 229 1202 547 238 1287 211 1297 v/c ratio 0,78 0.98 1.10 1.07 0.99 0.47 0.85 1.36 0.70 Green ratio 0.42 0.34 0.42 0.34 0.34 0.48 0.37 0.48 0.37 Unif. delay di 42.3 32.7 43.6 33.0 32.8 17.8 28.9 24.1 26.8 Delay factor k 0.33 0.50 0.50 0.50 0,50 0.11 0.39 0.50 0.27 increm. delay d2 16.0 21.7 89.0 46.8 35.0 1.4 5.8 187.7 1.7 PF factor 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1,000 1.000 Control delay 58.3 54.4 132.5 79.9 67,9 19.3 34.7 211.8 28.5 Lane group LOS E 0 F E E B C F C Apprch. delay 54,9 83.1 33.3 72.3 Approach LOS D F C E lntersec. delay 64.0 Intersection LOS E •Hc.coo-rm Copyright ID 2000 University of Florida, Ali Rights Reserved Version 4.1 e SHORT REPORT General tni!ormation .. = Site Information ;< Analyst RPE/TAP Agency or Co. Date Performed 03/01/2005 Time Period PM Peak Intersection SW 37th Ave & Cora/ Way Area Type All other areas Jurisdiction Analysis Year 2007 With Site & New Timing Ww Volume and Tim in Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 1 1 2 0 1 2 0 Lane group L TR LTR L TR L TR Volume (vph) 165 1010 74 234 1196 511 94 780 171 286 799 95 % Heavy veh 0 2 0 0 2 0 0 2 0 0 2 0 PHF 0.92 0.92 0.92 0.93 0,93 0.93 0.85 0.85 0.85 0.98 0.98 0.98 Actuated (P/A) APP AP P A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext, eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTQR Volume 0 1 0 10 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN ONNONNON Parking/hr Bus stops/hr I 0 0 0 0 0 0 0 0 0 Unit Extension i 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm Excl. Left 03 04 Excl. Left NS Perm 07 08 Timing G= 33.9 G= 5.5 G= G= G= 75 G= 371 G= G= Y= 3 Y= 5 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Leagth C = /00.0 Lane Group Capacity, Control Decay, and LOS Determination EB WB NB SB Adj. flow rate 179 1177 252 1286 539 111 1119 292 912 Lane group cap. 229 1192 229 1202 547 238 1285 211 1297 v/c ratio 0.78 0.99 1.10 1.07 0.99 0.47 0.87 1.38 0.70 Green ratio 0,42 0.34 0.42 0.34 0.34 0.48 0.37 0.48 0.37 Unif, delay d1 42.3 32.8 43.6 33.0 32.8 17.8 29.2 24.2 26.8 Delay factor k 0.33 0.50 0.50 0.50 0.50 0.11 0.40 0.50 0.27 lncrem. delay d2 16.0 23.2 89.0 46.8 35.0 1.4 6.8 199,4 1.7 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 3,000 1.000 Control delay 58.3 56.1 132.6 79.9 67.9 19.3 36.0 223.6 28.5 Lane group LOS E E F E E B D F G Apprch. delay 56 4 83.2 34.5 75.8 Approach LOS E F C E Intersec. delay 65.3 Intersection LOS E Hcs2000TM Copyright © 2000 University of Florida, All Rights Reserved version 4.1 e SHORT REPORT • Generrl':Intorniatiion Analyst Agency or Co. Date Performed Time Period RPE/TAP 03/04/2005 PM Peak Site Information intersection Area Type Jurisdiction Analysis Year SW 36 Ave & Coral Way All other areas 2005 Peak Season Volume and Tinning Input LT Num. of Lanes EB TH 2 RT 0 LT 1 WB TH J RT _ 3 1 0 LT 0 NB TH 1 RT LT 0 0 SB TH 1 RT 1 Lane group TR L TR LTR LT Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width 83 0 0.92 A 2.0 2.0 3 3.0 0 12.0 1197 2 0.92 P 2.0 2.0 3 3.0 12.0 76 0 0.92 0 110 0 0.86 A 2.0 2.0 3 3.0 0 12,0 1762 1 112 2 I 0 0.86 10.86 P 2.0 2.0 3 3.0 12,0 0 0 0 0.73 A 0 2 0 0.73 A 2.0 2.0 3 3.0 12.0 6 173 0 0 0.73 0.88 A A 0 0 33 0 0.88 A 2.0 2.0 3 3.0 12.0 54 0 0.88 A 2.0 2.0 3 3.0 0 12.0 Parking/Grade/Parking Parking/hr 0 0 N 0 N N 0 Bus stops/hr 0 0 0 0 0 0 0 Unit Extension Phasing Timing EW Perm G = 68.0 Y= 5 02 G= Y= 3.0 3.0 G= Y= 03 3, 0 G= Y= 04 3,0 NS Perm G= 22.0 Y= 5 Duration of Analysis (hrs) = 0.25 Lane :Group Capacity, Contro Adj. flow rate 91 Delay, and LOSDetermination EB 1391 127 WB 2172 3.0 06 G= Y= G= Y= 07 C cle Length C = 100.0 NB 11 3.0 08 G= Y= 3.0 SB 232 61 Lane group cap. 76 2393 189 3423 377 315 355 0.63 0.03 0.74 0.17 vp. rain Green ratio ,.- 0.68 __ 0,68 --- 0.68 0.68 0.22 0.22 0.22 Unif. delay di 16.0 8.5 9.4 9.0 30.6 36.3 31.6 Delay factor k 0.50 0.50 0.24 0.50 0.11 0.29 0.11 Increm. delay d2 165.8 1,0 9,0 0.9 0.0 8.8 0.2 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 181.8 9.5 18.4 9.9 30.6 45.1 31.8 Lane group LOS F A B A C 0 C Apprch. delay 20 1 10.4 30.6 42.3 Approach LOS C B C 0 intersec. delay 16.2 intersection LOS B HCS2000TM Copyright ® 2000 University of Florida, All Rights Reserve SHORT REPORT General information ` , Site:lntormatton Analyst RPE/TAP Agency or Co. Date Performed 03/04/2005 Time Period PM Peak Intersection SW 36 Ave & Coral Way Area Type All other areas Jurisdiction Analysis Year 2007 Without Site Volume and Timing 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 3 0 0 1 0 0 1 1 Lane group L TR L TR LTR LT R Volume (vph) 85 1367 78 227 1815 115 0 2 6 178 34 56 % Heavy veh 0 2 0 0 2 0 0 0 0 0 0 0 PHF 0.92 0.92 0.92 0.86 0.86 0.86 0.73 0.73 0.73 0.88 0.88 0.88 Actuated (PIA) APP APP A A A A A A Startup lost time 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 Arrival type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONN ONNO N N 0 N Parking/hr Bus stopsfhr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3,0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 G= 68.0 G= G= G= G= 22.0 G= G= G= Timing Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis Vs) = 0.25 Cycle Lend€ th C = 100 0 Lane Group Capacity,Control Delay, and LOS�Determi>�atlon EB WB NB SB Adj, flow rate 93 1579 263 2236 11 239 63 Lane group cap. 76 2395 139 3424 377 314 355 v/c ratio 1.22 0.66 1,89 0.65 0.03 0.76 0.18 Green ratio 0.68 0.68 0.68 0.68 0.22 0.22 0.22 Unif. delay d1 16.0 9.3 16.0 9.2 30.6 36.5 31.7 Delay factor k 0.50 0.50 0.50 0.50 0.11 0.31 0.11 Increm. delay d2 175.1 1.4 427.2 1.0 0.0 10.4 0.2 PF factor 1.000 1.000 1.000 1.000 3,000 1.000 1.000 Control delay 191.1 10.7 443.2 10.2 30.6 47.0 31.9 Lane group LOS F B F B C 0 C Apprch. delay 20 8 55.8 30.6 43.8 Approach LOS C E C D Intersec. delay 41.8 Intersection LOS 0 HCs20c70rM Copyright ID 2000 University of Florida, All Rights Reserved ersion 4. e • SHORT REPORT Gerieral'Inftrrt�ation ; Site'Informetlon � ; ... ,. - Analyst RPE/TAP Agency or Co. Date Performed 03/04/2005 Time Period PM Peak Intersection SW 36 Ave & Coral Way Area Type All other areas Jurisdiction Analysis Year 2007 With Site Volume and Tinting lnput. 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 0 1 0 0 1 1 Lane group L TR L TR LTR LT R Volume (yph) 86 1374 85 232 1815 115 0 2 6 178 37 56 % Heavy veh 0 2 0 0 2 0 0 0 0 0 0 0 PHF 0.92 0,92 0.92 0.86 0.86 0.86 0.73 0.73 0.73 0.88 0.88 0.88 Actuated (P/A) A P P A P P A A A A A A Startup lost time 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 y 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade(Parking NONN ONNO NNO N Parking/hr Bus stopslhr 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 v 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03` 04 NS Perm 06 07 08 G= 68.0 G= G= G= G= 22.0 G= G= G= Timing = 5 Y= Y= �Y= Y. 5 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Louth C = 100.0 Lane Group Capacity, Control Delay, and LOS JDetermination EB WB NB SB Adj. flow rate 94 1595 269 2236 11 243 63 Lane group cap. 76 2394 135 3424 377 316 355 vlc ratio 1.24 0.67 1.99 0.65 0.03 0.77 0.18 Green ratio 0.68 0,68 0.68 0.68 0.22 0,22 0.22 Unit. delay di 16.0 9.4 16.0 9.2 30.6 36.6 31.7 Delay factor k 0.50 0.50 0.50 0.50 0.11 0.32 0.11 Increm. delay d2 179.9 1.5 472,0 1.0 . 0.0 11.0 0.2 PF factor 1.000 1.000 1,000 1.000 1.000 1.000 1.000 Control delay 195.9 10.8 488.0 10.2 30.6 47.6 31.9 Lane group LOS F B F B C D C Apprch. delay 21 1 61.5 30,6 44.4 Approach LOS C E C 0 Intersec, delay 45.2 Intersection LOS HC52000TM Copyright © 2000 University of Florida, All Rights Reserved ersion 4. TWO-WAY STOP CONTROL SUMMARY General Information Analyst PPE/TAP Agency/Co. Date Performed 03/04/2005 Analysis Time Period PM Peak Project Description The Mile EastfWest Street: SW 22nd Terrace Intersection Orientation: North -South Sie_Enfarmaton '. Intersection Jurisdiction Analysis Year SW 37 Ave & SW 22 Ter 2005 Peak Season North/South Street: SW 37th Avenue Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Movement Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR 1 L 0 1.00 0 2 T 868 0.96 907 3 R 47 0.96 49 4 L 37 0.99 37 Southbound 5 T 1062 0.99 1072 B R 0 1.00 0 Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration 0 0 2 T -- 0 Two Way Left Turn Lane 0 0 1 1 TR 1 L 2 T 0 0 Upstream Signal Minor Street 0 0 Westbound Eastbound Movement Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage 7 L 123 0.88 140 0 8 0 1.00 0 0 0 0 9 1 10 R 1 L 60 1 177 0.88 0.92 68 ( 191 0 1 0 11 T 212 0.92 229 0 0 N 0 12 R 214 0.92 232 0 RT Channelized Lanes 1 Configuration L 0 0 1 1 1 T 0 1 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 R L T R v (vph) 37 140 68 191 229 232 C (m) (vph) 727 207 741 328 308 707 v/c 0.05 0.68 0.09 0.58 0.74 0.33 95% queue length 0.16 4.18 0.30 3.48 5,56 1,43 Control Delay 10.2 52.5 10.3 30.2 44.1 12.6 LOS 8 E Approach Delay 38.7 28.8 Approach LOS Rights Reserved . t cs2000rM Version 4.1d Copyright C 2003 University of Florida, Ail Rights Reserved Version 4.1 d TWO-WAY STOP CONTROL SUMMARY • General Information Analyst Agency/Co. Date Performed 03/04/2005 Analysis Time Period PM Peak Project Description The Mile RPE,TAP East/West Street: SW 22nd Terrace Intersection Orientation: North -South Wehicte Yoluimes and AdJustmeft Site information Intersection Jurisdiction Analysis Year SW 37 Ave & SW 22 Ter 2007 Without site North/South Street: SW 37th Avenue Study Period Ors): 0.25 Major Street Northbound soutnoouna Movement 1 2 3 4 5 6 L T R L T R Volume 0 927 51 38 1124 0 Peak -Hour Factor, PHF 1.00 0.96 0.96 0.99 0.99 1.00 Hourly Flow Rate, HFR 0 969 53 38 1135 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration T ro TR L T Upstream Signal 0 0 Westbound Eastbound Minor Street Movement 7 L 8 T 9 R 10 L 11 T 12 R Volume 127 0 62 182 218 220 0.88 1.00 0.88 0.92 0.92 0.92 Peak -Hour Factor, PHF Hourly Flow Rate, HFR 144 0 70 197 236 238 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 1 1 1 1 Configuration L R L T R L@ Service tirri.g.y$.------m-.., -.--- _ NB 1 SB 4 L 7 L Westbound 8 9 10 Eastbound 11 12 Approach Movement R L T R Lane Configuration v (vph) 38 144 70 197 236 238 C (m) (vph) 687 185 721 309 291 688 vie 0.06 0.78 0.10 0.64 0.81 0.35 95% queue length 0.18 5.22 0.32 4.08 6.58 1.54 Control Delay 10.5 B 71.0 F 10.5 35.1 54.4 13.0 B E F B LOS Approach Delay -- -- 51.2 34.0 Approach LOS -- -- F D Rights Reserved 0 HCiS2000TM Version 4.1d Copyright © 2003 University of Florida, AU Rights Reserved Version 4.1 d TWO-WAY STOP CONTROL SUMMARY Geneat'fnf©rmatlon Analyst Agency/Co. Date Performed 03/04/2005 Analysis Time Period PM Peak RPE/TAP Project Description The Mile East/West Street: SW 22nd Terrace Intersection Orientation: North -South II hE Site Infotiatian Intersection Jurisdiction Analysis Year SW37Ave & SW22Ter 2007 With site Volumes and Adjustments North/South Street: SW 37th Avenue Study Period (hrs): 0.25 1-Major Street Northbound soutn ouna Movement 1 2 3 4 5 6 L T R L T R Volume 0 931 51 38 1124 0 Peak -Hour Factor, PHF 1.00 0.96 0.96 0.99 0.99 1.00 Hourly Flow Rate, HFR 0 973 53 38 1135 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 0 - 0 _ Eastbound Minor Street Westbound Movement 7 8 9 10 11 12 L T R L T R Volume 129 0 74 184 218 220 Peak -Hour Factor, PHF 0.88 1.00 0.88 0.92 0.92 0.92 Hourly Flow Rate, HFR 147 0 84 199 236 238 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 0 RT Channelized 0 Lanes 1 0 1 1 1 1 T R Configuration L R L Delay, Queue Length, and Le Iof Service Approach NB SB Westbound Eastbound Movement 1 4 7 6 9 10 11 12 Lane Configuration L L R L T R v (vph) 38 147 84 199 236 238 C (m) (vph) 685 184 720 306 291 688 v/c 0.06 0.80 0.12 0.65 0.81 0.35 1.54 95% queue length 0.18 5.46 0.39 4.24 6.58 Control Delay 10.6 74.6 10.7 36.2 54.4 13.0 LOS B F B E F B Approach Delay -- -- 51.4 34.4 Approach LOS -- -- F 0 Rights Reserved . HCS2000TM Version 4,1d Copyright © 2403 University of Florida, All Rights Reserved Version 4.1 ci TWO-WAY STOP CONTROL SUMMARY General lnformatlon Site lnformatian Analyst . RPE/TAP Agency/Co, Date Performed 03/04/2005 Analysis Time Period PM Peak Intersection SW 36 Ave & SW 22 Ter Jurisdiction Analysis Year 2005 Peak Season Project Description The Mile East/West Street: SW 22nd Terrace North/South Street: SW 36th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 VehicleVolumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 3 331 22 8 149 2 Peak -hour factor, PHF 0.92 0.92 0.92 0.88 0.88 0.88 Hourly Flow Rate (veh/h) 3 361 24 9 168 2 Proportion of heavy vehicles, PHv 0 -- -- 0 -- -- Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 29 9 37 21 75 73 Peak -hour factor, PHF 0.73 0.73 0.73 0.88 0.88 0.88 Hourly Flow Rate (veh/h) 39 12 50 23 84 82 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (°%°) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR Volume, v (vph) 3 9 101 189 Capacity, cm (vph) 1420 1185 528 644 v/c ratio 0.00 0.01 0.19 0.29 Queue length (95%) 0.01 0.02 0.70 1.22 Control Delay (s/veh) 7.5 8.1 13.4 12.9 LOS A A B 8 Approach delay (s/veh) -- -- 13.4 12.9 Approach LOS -- -- B B HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved ersion 4,1 d • TWO-WAY STOP CONTROL SUMMARY General tnf©rrnatior>I Analyst Agency/Co. Date Performed 03/04/2005 Analysis Time Period PM Peak Project Description The Mile RPE/TAP 'East/West Street: SW 22nd Terrace Intersection Orientation: East-West Site Information; Intersection Jurisdiction Analysis Year SW36Ave & SW22Ter 2007 without site Vehicle Voturnes .and. Adjustments Major Stree Movement 1 Eastbound 2 North/South Street: SW 36th Avenue Study Period (hrs): 0.25 3 4 Westbound 5 6 T R L T Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h Proportion of heavy vehicles, PHv Median type RT Channelized? Lanes 3 0.92 3 0 341 0.92 372 23 0.92 25 0 Undivided 8 0.88 9 0 153 0.88 173 2 0.88 2 0 0 1 0 0 1 0 Configuration Upstream Signal Minor Street Movement LTR 0 Northbound LTR 0 Southbound 7 8 9 10 11 12 L R T R Volume (veh/h) Peak -hour factor, PHF 30 0.73 9 0.73 38 0.73 22 0.88 77 0.88 75 0.88 Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Percent grade (%) Flared approach Storage 41 0 12 0 51 0 24 0 87 0 84 0 0 0 0 0 RT Channelized? Lanes 0 1 0 0 0 1 0 0 Configuration LTR LTR 6 Vur11rui treray, 16141.1W/Ai'i. Irc1111R1 Approach I, h-wrc-1. v1 ES vv.-•.,,,,,... WB _ ... ... Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR Volume, v (vph) 3 9 104 195 Capacity, cm (vph) 1414 1173 513 633 vlc ratio 0.00 0.01 0.20 0.31 Queue length (95%) 0.01 0.02 0.75 1.30 Control Delay (slveh) 7.6 8.1 13.8 13.2 LOS A A 8 B Approach delay (slveh) -- -- 13.8 13.2 Approach LOS •- -- B B HCS2000T M Copyright C 2003 University of Florida, All Rights Reserved ersion 4.1 d TWO-WAY STOP CONTROL SUMMARY General Infarmatlon Analyst Agency/Co. Date Performed 03/04/2005 Analysis Time Period PM Peak Project Description The Mile RPE/TAP East/West Street: SW 22nd Terrace intersection Orientation: East-West and Site Infor titian `.'' intersection Jurisdiction Analysis Year SW 36 Ave & SW 22 Ter 2007 with site North/South Street: SW 36th Avenue Study Period (hrs): 0.25 Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (vehlh) 3 341 23 8 153 2 Peak -hour factor, PHF 0.92 0.92 0.92 0.88 0.88 0.88 Hourly Flow Rate (veh/h) 3 372 25 9 173 2 Proportion of heavy vehicles, PHv 0 - __ 0 -- -- Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 30 9 38 22 78 89 Peak -hour factor, PHF 0.73 0.73 0.73 0.88 0.88 0.88 Hourly Flow Rate (veh/h) 41 12 51 24 88 100 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Control Delay, Queue Approach ength, Level`o EB Service WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration Volume, v (vph) Capacity, cm (vph) vic ratio LTR 3 LTR 9 LTR 104 LTR 212 1414 1173 504 648 Queue length (95%) 0.00 0.01 0.01 0.02 0.21 0.77 0.33 1.42 Control Delay (s/veh) LOS 7.6 8.1 14.0 13.2 A A 8 B Approach delay (siveh) Approach LOS HCS2000TM 14.0 B 13.2 B Copyright 0 2003 University of Florida, All Rights Reserved Version 4.1t TWO-WAY STOP CONTROL SUMMARY General Information Analyst Agency/Co. Date Performed Analysis Time Period RPE,TAP 03/04/2005 PM PEAK S jte` information Intersection Jurisdiction Analysis Year Coral Way & Site Drive 2007 WITH SITE Project Description The Mile East/West Street: Coral Way Intersection Orientation: East-West 'Vehicle -Volumes and Adjustments Major Street Movement Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Median type 0 1.00 0 0 Eastbound 2 T 1660 0.85 1952 North/South Street: Site Drive Study Period (hrs): 0.25 3 R 29 0.85 34 4 L 0 1.00 0 0 Westbound 5 0 1.00 0 6 0 1.00 0 Undivided RT Channelized? Lanes Configuration Upstream Signal Minor Street Movement 0 2 0 Northbound 0 0 TR 0 0 0 Southbound Volume (vehlh) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, P.HV Percent grade (%) Flared approach Storage 7 L 0 1.00 0 0 8 0 1.00 0 0 9 R 14 0.50 28 0 10 L 0 1.00 0 0 11 T 0 0 0 1.00 0 0 12 R 0 1.00 0 0 0 0 0 0 RT Channelized? Lanes 0 0 Configuration 0 0 Control Delay, Queue Length, Level of Service Approach Movement Lane Configuration Volume, v (vph) Capacity, cm (vph) v/c ratio Queue length (95%) Control Delay (s/veh) LOS •Approach delay (sfveh) Approach LOS HCS20D0TM EB 1 1 WB 4 7 Northbound 8 14.2 8 0 9 R 28 418 0.07 0.21 14.2 8 Copyright © NO3 University of Florida, Ali Rights Reserved 10 0 Southbound 11 0 12 Version 4.1 d TIMING DATA FOR 3181 CORAL WAY & SW 36 AVE (SEC: 63 TYPE: SA) PAT OF EWW F Y R NSW F G Y R S Y M CYC 1 T 54 50 8 4 1 7 14 1 4 1 90AM PEAK SCH 2 T 38 50 8 4 1 7 14 1 4 1 90AFT SCH FL 3 T 8 60 8 4 1 7 14 1 4 1 100PM PEAK SCH 5 T 54 50 8 4 1 7 14 1 4 1 90AM PEAK NO S 6 T 38 50 8 4 1 7 14 1 4 1 90MID--DAY 411,T _8_60._ _....._ ..� 1 7 1 _ 1 4 1 100PM PEA- .._ T 32 40 8 4 1 74 1 4 1 80POST-PM T 1 33 8 4 1 7 14 3 4 1 75EARLY NIGHT 10 T 97 60 8 4 1 7 14 1 4 1 100PM PEAK-W/EB 20 T 50 33 8 4 1 7 14 3 4 1 75PRE-AM & NIG 21 T 1 30 8 4 1 7 14 1 4 1 6 70LATE NIGHT 3 22 T 1 30 8 4 1 7 14 1 4 1 6 70LATTE NIGHT 3 23 T 1 30 8 4 1 7 14 1 4 1 70LATE NIGHT 3 24 T 1 30 8 4 1 7 14 1 4 1 70RECALL TEST MIN: 12 8 14 1 ENTER THE CONTROLLER NUMBER (/ = STOP) 2635 TIMING DATA FOR 2635 CORAL WAY & DOuGLAS RD (SEC: 63 TYPE: SA) PAT OF NSW F Y R EWL Y EWW F G Y R NSL Y S Y M CYC 1 T 10 14 17 4 1 5 3 7 14 10 4 1 7 3 90AK PEAK SCH 2 T 4 13 17 4 1 7 3 7 14 8 4 1 8 3 9 DAFT SCH FL 3 T 78 14 17 4 1 9 3 7 14 11 4 1 12 3 100PM PEAK SCH 5 T 10 14 17 4 1 5 3 7 14 10 4 1 7 3 90AM PEAK NO S 6 T 4 13 17 4 1 7 3 7 14 8 4 1 8 3 90MID-DAY 7 T 78 14 17 4 1 9 3 7 14 11 4 1 12 3 100PM PEAK 8 T 4 7 17 4 1 7 3 7 14 6 4 1 6 3 80P0ST-PM 9 T 2 7 17 4 1 7 3 7 14 1 4 1 6 3 7 5EARLY NIGHT 10 T 78 9 17 4 1 12 3 7 14 13 4 1 12 3 100PM PEAK-W/EB 20 T 60 7 17 4 1 7 3 7 14 1 4 1 6 3 75PRE-AM & NIG 21 T 2 13 17 4 1 0 0 7 14 9 4 1 0 0 6 70LATE NIGHT 3 22 T 2 13 17 4 1 0 0 7 14 9 4 1 0 0 6 70LATE NIGHT 3 23 T 2 13 17 4 1 0 0 7 14 9 4 1 0 0 6 70LATE NIGHT 3 24 T 2 9 17 4 1 6 3 7 9 1 4 1 5 3 7 0RECALL TEST • • • • • APPENDIX D ITE TRIP GENERATION Summary of Trip Generation Calculation For 144 Dwelling Units of Residential Condominium / Townhouse March 01, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 6.08 0.00 1.00 875 7-9 AM Peak Hour Enter 0.08 0.00 1.00 12 7-9 AM Peak Hour Exit 0.40 0.00 1.00 57 7-9 AM Peak Hour Total 0.48 0.00 1.00 69 4-6 PM Peak Hour Enter 0,38 0.00 1.00 54 4-6 PM Peak Hour Exit 0.19 0.00 1.00 27 4-6 PM Peak Hour Total 0.56 0.00 1.00 81 AM Pk Hr, Generator, Enter 0.09 0.00 1.00 13 AM Pk Hr, Generator, Exit 0.40 0.00 1.00 57 AM Pk Er, Generator, Total 0.48 0.00 1.00 70 PM Pk Hr, Generator, Enter 0.39 0.00 1.00 56 PM Pk Hr, Generator, Exit 0.22 0.00 1.00 31 PM Pk Hr, Generator, Total 0.61 0.00 1.00 87 Saturday 2-Way Volume 6.59 0.00 1.00 949 Saturday Peak Hour Enter 0.32 0.00 1.00 46 Saturday Peak Hour Exit 0.27 0.00 1.00 39 Saturday Peak Hour Total 0.59 0.00 1.00 84 Sunday 2-Way Volume 5.61 0.00 1.00 808 Sunday Peak Hour Enter 0.28 0.00 1.00 41 Sunday Peak Hour Exit 0.29 0.00 1.00 42 Sunday Peak Hour Total 0.58 0.00 1.00 83 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: LN(T) = .85LN(X) + 2.55, R^2 = 0.83 7-9 AM Peak Hr. Total: LN(T) _ .8LN(X) + .26 R^2 = 0.76 , 0.17 Enter, 0.83 Exit 4-6 PM Peak Hr. Total: LNT) = .82LN(X) + .32 R^2 = 0.8 , 0.67 Enter, 0.33 Exit AM Gen Pk Hr. Total: LN(T) _ .82LN(X) + .17 R^2 = 0.8 , 0.18 Enter, 0.82 Exit PM Gen Pk Hr. Total: T = .34(X) + 38.31 R^2 = 0.83 , 0.64 Enter, 0.36 Exit Sat. 2-Way Volume: T = 3.62{X) + 427.93, R^2 = 0.84 Sat. Pk Hr. Total: T = ,29(X) + 42.63 R^2 = 0.84 , 0.54 Enter, 0.46 Exit Sun. 2-Way Volume: T = 3.13(X) + 357.26, R^2 = 0.88 Sun. Pk Hr. Total: T = .23(X) + 50.01 R^2 = 0.78 , 0.49 Enter, 0.51 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • Summary of Trip Generation Calculation For 3.1 T.G.L.A. of Specialty Retail Center Marc: 01, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 137 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 1.Q0 4 4-6 PM Peak Hour Exit 1.52 0.00 1.00 5 4-6 PM Peak Hour Total 2.71 1.83 1.00 1 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 10 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 11 AM Pk Hr, Generator, Total 6.84 3.55 1.00 21 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 9 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 PM Pk Hr, Generator, Total 5.02 2.31 1.00 16 Saturday 2-Way Volume 42.04 13.97 1.00 130 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 63 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • Summary of Trip Generation Calculation For 7.595 Th.Gr.Sq.Ft. of Hiah Turnover (Sit -Down) Restaurant March 01, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 127.15 41.77 1.00 966 7-9 AM Peak Hour Enter 5.99 0.00 1.00 45 7-9 AM Peak Hour Exit 5.53 0.00 1.00 42 7-9 AM Peak Hour Total 11.52 6.75 1.00 87 4-6 PM Peak Hour Enter 6.66 0.00 1.00 51 4-6 PM Peak Hour Exit 4.26 0,00 1.00 32 4-6 PM Peak Hour Total 10.92 9.39 1.00 83 AM Pk Hr, Generator, Enter 7.04 0.00 1.00 53 AM Pk Hr, Generator, Exit 6.49 0.00 1.00 49 AN Pk Er, Generator, Total 13.53 10.05 1.00 103 PM Pk Hr, Generator, Enter 10.34 0.00 1.00 79 PM Pk Er, Generator, Exit 8.46 0.00 1.00 ,64 PM Pk Hr, Generator, Total 18.80 13.82 1.00 143 Saturday 2-Way Volume 158.37 0.00 1.00 1203 Saturday Peak Hour Enter 12.60 0.00 1.00 96 Saturday Peak Hour Exit 7.40 0.00 1.00 56 Saturday Peak Hour Total 20.00 16.54 1.00 152 Sunday 2-Way Volume 131.84 0.00 1.00 1001 Sunday Peak Hour Enter 10.15 0.00 1.00 77 Sunday Peak Hour Exit 8.31 0.00 1.00 63 Sunday Peak Hour Total 18.46 13.74 1.00 140 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Pass -By Trips For 7.595 Th.Gr.Sq.Ft. of High Turnover (Sit -Down) Restaurant March 01, 2005 Driveway Pass -By Volume Added to Volume Trips Adjacent Streets Average Weekday 7-9 AM Peak Hour Enter 45 0 45 7-9 AM Peak Hour Exit 42 0 42 7-9 AM Peak Hour Total 87 0 87 4-6 PM Peak Hour Enter 51 22 29 4-6 PM Peak Hour Exit 32 14 18 4-6 PM Peak Hour Total 83 36 47 Saturday Saturday Peak Hour Enter 96 0 96 Saturday Peak Hour Exit 56 0 56 Saturday Peak Hour Total 152 0 152 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation Handbook, March, 2001 TRIP GENERATION BY MICROTRANS • • • APPENDIX E FDOT SEASONAL FACTORS • • run,. L0.I.C. J14114 I16VV't 11V11KK 1fiV.41 41.11V11i VA 11(Y101JVi LUTAV31 Transportation Statistics Office 2003 Peak Season Factor Category Report MIAMI-DADS SOUTH Category. 8701 • Week Dates S * 1 01/01/2003 - 01/04/2003 0.98 * 2 01/05/2003 - 01/11/2003 1.00 * 3 01/12/2003 - 01/18/2003 1.01 * 4 01/19/2003 - 01/25/2003 1.00 * 5 01/26/2003 - 02/01/2003 1.00 * 6 02/02/2003 - 02/08/2003 0.99 * 7 02/09/2003 - 02/15/2003 0.98 * 8 02/16/2003 - 02/22/2003 098 * 9 02/23/2003 - 03/01/2003 0.99 ` c=-- * 10 03/02/2003 - 03/08/2003 0.99 * 11 03/09/2003 - 03/15/2003 0.99 * 12 03/16/2003 - 03/22/2003 0,99 * 13 03/23/2003 - 03/29/2003 0.99 14 03/30/2003 - 04/05/2003 1.00 15 04/06/2003 - 04/12/2003 1.00 16 04/13/2003 - 04/19/2003 1.00 17 04/20/2003 - 04/26/2003 1.00 18 04/27/2003 - 05/03/2003 1.00 19 05/04/2003 -05/10/2003 1.00 20 05/11/2003 - 05/17/2003 1.00 21 05/18/2003 - 05/24/2003 1.00 22 05/25/2003 - 05/31/2003 1.00 23 06/01/2003 - 06/07/2003 0.99 24 06/08/2003 - 06/14/2003 0.99 25 06/15/2003 - 06/21/2003 0.99 26 06/22/2003 - 06/28/2003 1.00 27 06/29/2003 - 07/05/2003 1.00 28 07/06/2003 - 07/12/2003 1.01 29 07/13/2003 - 07/19/2003 1.02 30 07/20/2003 - 07/26/2003 1.02 31 07/27/2003 - 08/02/2003 1.02 32 08/03/2003 - 08/09/2003 1.02 33 08/10/2003 - 08/16/2003 1.02 34 08/17/2003 - 08/23/2003 1,02 35 08/24/2003 - 08/30/2003 1.02 36 08/31/2003 - 09/06/2003 1.02 37 09/07/2003 - 09/13/2003 1.02 38 09/14/2003 - 09/20/2003 1,02 39 09/21/2003 - 09/27/2003 1.01 40 09/28/2003 - 10/04/2003 1.01 41 10/05/2003 - 10/11/2003 1.00 42 10/12/2003 - 10/18/2003 1.00 43 10/19/2003 - 10/25/2003 1.00 44 10/26/2003 - 11/01/2003 1.00 45 11/02/2003 -11/08/2003 1.00 46 11/09/2003 - 11/15/2003 1.00 47 11/16/2003 - 11/22/2003 1.00 48 11/23/2003 - 11/29/2003 0.99 49 11/30/2003 - 12/06/2003 0.99 50 12/07/2003 - 12/13/2003 0.98 51 12/14/2003 - 12/20/2003 0.98 52 12/21/2003 - 12/27/2003 1.00 53 12/28/2003 - 12/31/2003 1.01 PSCF 0.99 1,01 1.02 1.01 1.01 1,00 0.99 0.99 1,00 1.00 1.00 1.00 1.00 1.01 1.01 1,01 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.01 1.01 1.02 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.02 1.02 1.01 1.01 1.01 1.01 1.01 1,01 1.01 1.00 1,00 0.99 0,99 1.01 1.02 MOCF 0.99 Note: " ' indicates peak season week Page 2 • APPENDIX F FDOT LOS TABLES • ;VIiJATS INFORMATION • • TABLE 4 - 4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided A 2 Undivided 180 4 Divided 1,940 6 Divided 2,900 Level of Service B C D 620 1,210 1,720 3,140 4,540 5,870 4,700 6,800 8,810 E 2,370 6,670 10,010 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C . D 2 Undivided ** 400 1,310 1,560 4 Divided 460 2,780 3,300 3,390 6 Divided 700 4,240 4,950 5,080. 8 Divided 890 5,510 6,280 6,440 Class II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D 2 Undivided ** 180 1,070 1,460 4 Divided ** 390 2,470 3,110 6 Divided ** 620 3,830 4,680 8 Divided ** 800 5,060 6,060 E 1,610 *** *** 3 1,550 13,600 17,160 20,710 E 7,240 11,180 15,130 19,050 23,000 Interchange spacing < 2 mi. apart Level of Service A B C ID E 2,050 3,350 4,840 6,250 3,240 5,250 7,600 9,840 8 4,420 7,160 10,360 13,420 10 5,600 9,070 13,130 16,980 12 6,780 10,980 15,890 20,560 7,110 11,180 15,240 19,310 23,360 3,2701 4,920 6,360 Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A ** ** ** Level of Service B C D ** 500 1,200 1,180 2,750 1,850 4,240 2,450 5,580 ** ** ** E 1,470 3,120 4,690 6,060 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A ** ** ** B ** ** ** Level of Service C D 490 1,310 1,170 2,880 1,810 4,350 2,460 5,690 B 1,420 3,010 4,520 5,910 Lanes Divided 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service A B C ** ** 870 2,030 3,170 ** ** ** * D E 1,390 1,480 2,950 3,120 4,450 4,690 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D E ** *" 450 950 1,200 ** ** 1,050 2,070 2,400 FREEWAYS Interchange spacing > 2 mi, apart Level of Service Lanes A B C D 4 2,310 3,840 5,350 6,510 6 3,580 5,930 8,270 10,050 8 10 12 4,840 6,110 7,360 8,020 10,110 12,200 11,180 14,110 17,020 Lanes 4 6 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mpb posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Paved Shoulder Bicycle Lane Coverage 0-49% 50-84% 85-100% A ** 300 Level of Service B C D "* 310 1,310 240 390 >390 680 >680 *** E >1,310 *** *** PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes) Level of Service Sidewalk Coverage A B C D E 0.49% ** ** ** 600 1,480 50-84% ** ** ** 940 1,800 85-100% ** 210 1,080 >1,080 *** BUS MODE (Scheduled Fixed Route) (Buses per hour) (Note: Sues per hour shown ere only for the peak hour in the single direction of higher trotfic flow.) Level of Service Sidewalk Coverage A B C lZ 0-84% ** >5 >4 >3 85-100% >6 >4 _>3 ?2 Lanes 2 2 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volume by the indicated percent) Median Left Turns Lanes Adjustment Factors Divided Yes +5% Undivided No -20% Undivided Yes -5% Undivided No -25% Source: Florida Department of Transportation 02/22/02 Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399.0450 http://www11,myflorida.com/planningisystems/sra/los/default.htm . This table does net conatiture a standard and should be used only far general planning applieudone. The computermndels from which this table is derived should be used for more specifie planning applications. The ethic end deriving computer models should net be used for conidar or intersection design, where more refined techniques exist. Velure shown am hourly two.wey volumes for levels of service and art for the automobile/tuck modes unless specifically stated. Level of service letter grade thresholds art probably net comparable across modes and. therefore, crass modal sempenitent should be mado with caution. Furthermore. eambising levels of service of different modes into one overall roadway level of service is not recommended. To convert to annual svemge daily trafte volumes, Mese volumes must be divided by an appropriate K ibetar. the table's input value defaults and level of service criteria appear ae the following page. Calculations ore based on planning applications of the Highway Capacity Manual, Bicycle LOS Model, Pedestrian LOS Model and Transit Capacity and Quality of Service Manuel, respectively for the autsmabileitrack, tricycle, pedestrian sad bus modes. "'Cannot be achieved using table input value defaults. * **Not applicable for that level of wefte letter grade. Far automabiie/truck modes,'lumes greater than level of service D become F because intersection capacities have been reached. For bicycle se, pedestrian modes, the level of setvico leter grade (including F) is sot achievable, because there is ns maximum vehicle volume threshold using table input vaiue defaults, ONE-WAY FACILITIES Decrease corresponding two -directional volumes in this table by 40% to obtain the equivalent one directional volume for one-way facilities. 91 • • • TABLE 4 - 4 vcantnued) GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S Urbanized Areas INPUT VALUE ASSUMPTIONS LILIES -.-.. Freeways ....-^_-Rigby ROADWAY CHARACATERISTICS lanes 4 - 12 4 13 Ner umbof through 65 55 50 Posted sped (mph) 70 60 55 Fres Row spool (mph) lens OraD Bask sonnecal mile 2.5 1 hetrschratge sDrlw'+erg per [Median [sill 1>6lum bond (n.Y) Terrain UT 1 1 )1 811 % no passese% zone a Passing laws (all TRAFFIC CHARACTERISTICS how (actor (K.) R097 0.093 0.095 Planting attalysis distrr1snioa factor(El) 0.55 055 055 Directional hour factor 0.95 095 4925 Peak (PHF) Olc411PI) 1700 Base tapac8y }fravy vehicle percent 6.0 40 2.0 !0 Local adjustment factor 0.98 t.00 aye 4-6 5} 55 0.095 0.55 0.925 2100 2,0 1.0 Nw SUI Readwaya. Block Padeatrian INTERRUPTED FLOW FACILITIES F Soils Aries-Ws Class il. Cass at Clue PiMsIer C"etyJCaunty Other SigaaOud Cass II 4 Class 11 4 ROADWAY CHARACTERISTICSClam Number through lasses 2 ClaI 4-6 8 2 4-6 8 2 4-6 8 2 4-6 30 8 36 2 45 4-6 A5 2-4 40 40 of Posted speed (mph) 45 50 50 55 50 55 45 50 45 50 45 5040 35 35 40 35 4n 30 35 35 35 5o 50 45 r 40 t Free Row speed (mph} Median type (rt,nr.r) ,, n l r Y r Y n Y r Y r Y n Y r Y r Y n Y r Y r y n a r Y y y y ri 05Rysy Laflttlm lstaes( t } Paved shoulder/bicycle lane (a.y) tl r , Outside lane width (a t w n3 n'Y Pavement eandition (n t,dj t sidewalk(a.Y) a Sedevrallsitoadway sMratwn (a,r w) Sidewatklmadway protective bonier (s.Y) Obstacle rebus SUMP (n.Y) 0.095 TRAFFIC CHARACTERISTICS (K) ' 0.095 0.095 0.095 0.095 0.095 0.095 0.095 4095 O. 0.095 0.095 0.095 0.095 0.55 0.095 0.55 0.095 0.55 0.095 - 0.55 0.55 Plamsinganalysis hour (actor diolibulioa foram (LC ! 0.55 455 055 0.55 0.55 0_55 0.55 0.55 0.55 055 0.55 0,925 0.55 0925 0.925 0.925 0.925 0.925 - 0.925 Directional hoar attor(PDF) 0.925 0.9250925 0.925 0.925 (on 0.925 0.925 0.925 0.925 1900 1900 1900 1900 E900 }00 9 1900 Peak flow (peph41) a 1900 1900 1900 1900 1900 1900 1900 1900 1900 €900 IS l5 IS 1.0. 2.0 20 90 Rase saturation rale 7-00 2.0 2.0 2.0 2-0 2.013 lS 1S 1.5 1.5 092 0.90 0_98 0.98 0.95- Heavy vehicle peetem Local a4ustnteet factor %turns from occlusive turn Lines Buse en of service CONTROL CHARACTERISTICS 1.0 12 1.5 1.0 12 !A 0.95 12 098 12 0_98 12 0.95 12 0.95 0.95 0.92 0.92 12 12 12 €4 14 16 12 12 12 12 12 15 1 1.0 3.0 3.0 3.0 5.0 5.0 5.0A 8� 84 3.0 340 y 34 3.0 - 4 Sign:divedintsrscctiofSpar milt 3 3 3 4 4 4 4 4 $ ° s s g s Arrival t (Ifi) a ° a $ a S s s s s s 120 120 120 120 F20 120 120 ----- Signal type (n,s,17 Cyv:le length (C1 120 120 120 120 0.44 170 0.44 120 0.44 120 0.44 120 0.44 120 0.44 IN 0_44 0.44 0.44 , 0.41 0.41 0.31 a 0 020 Effective preen ratio WC) 0.49 0.44 0.44 LLI.V.P.L 1_1111 �L!,i(V Jll.l, .1wILe-•u.At..�,..r,,••-. NonSat°Raadwals Oic_yde Pcdcser(an Ries Freeways If trays State Two -Way Arterials Class Cll Class '- Mx C AT�WtY OthsrSi alernd Comm) Delay a 10 sec _ Score Score pc6 hr. Loci Class ill Clam PI Two -Lane 9i..91 MnlnTane vie Density Class 1 ATS Class B ATS Damsel < IS < 1_S > 6 a Service vie Density vie <0.29 Ill >Q.917 <0.29 <t€ >34 >78 >34 mph >19 mph >28 mph <20sec [2.5 <25 >4 A <032 <I1 <0.68 <26 >0.750 <0.68 <16 >21mph > 22mp1 >24 h p >19mph >28mph >22mph 435sec . 5 <3.5 >3 B <0.74 <0.74 326 40.88 <35 , >0.667 <068 <35 >21 mph mph >13 > 17 mph >55 sec j <4,5 <45 >2 C cQ.90 526 <JS <Q.86 <35 >0.667 <0.88 <35 >21mph >17 mph Ph >14 rank >9mPh > 2 6 >13 <80see 353 �55 i3 E ' < 100 T 45 4 100 5_ 45 > 0583 <1 00 <41 > t6 mph > 13 mph > 10 mph mp <•7inh <t3m > 80 see > 55 > 5.5 < 1 F > I 00 > 45 > 1.00 a 45 0.583 >1.00 >41 c16m <15 en <10 .., _ _ a 112122402 vie 'Demand to Capacity Ratio % FFS Percent. Free Flow Speed = Averago Tr 92 • Miami -Dade .Interim 2005 Cost Feasible Plan ORIGIN ZONE 1051 TRIPS PERCENT 1052 TRIPS PERCENT 1053 TRIPS PERCENT 1054 TRIPS PERCENT 1055 TRIPS PERCENT 1056 TRIPS PERCENT 1057 TRIPS PERCENT 1058 TRIPS PERCENT 1059 TRIPS PERCENT 1060 TRIPS PERCENT 1061 TRIPS PERCENT 1062 TRIPS PERCENT 1063 TRIPS PERCENT 1064 TRIPS PERCENT 1065 TRIPS PERCENT DIRECTIONAL DISTRIBUTION SUMMARY NNE ENE 680 216 27.72 8.81 3849 585 30,08 4.57 2028 621 28.22 8.64 1293 827 21.44 13.71 1266 839 21.72 14.39 1020 1004 17.83 17.55 2003 1733 18.20 15.75 1138 1134 16.57 16.51 2244 1789 16.39 13.06 1078 1188 15.03 16.56 3343 2501 18.77 14.05 1281 1490 17.71 20.60 508 994 14.48 28.33 832 1159 14.41 20.07 636 608 21.54 20.59 CARDINAL DIRECTIONS ESE SSE SSW WSW WNW NNW I TOTAL 1 31 45 114 546 390 431 2453 1.26 1.83 4.65 22.26 15.90 17.57 42 21 429 2838 2378 2653 12795 0.33 0.16 3.35 22.18 18.59 20.73 54 2 261 1574 1273 1374 7187 0.75 0.03 3,63 21.90 17.71 19.12 78 1 576 1160 1046 1051 6032 1.29 0,02 9.55 19.23 17.34 17.42 140 43 405 1248 860 1028 5829 2.40 0.74 6.95 21.41 14.75 17.64 121 58 460 1243 940 876 5722 2.11 1.01 8.04 21.72 16.43 15.31 274 381 1059 2019 1722 1813 11004 2.49 3.46 9.62 18.35 15.65 16.48 208 324 884 923 1063 1195 6869 3.03 4.72 12.87 13.44 15.48 17.40 527 627 2005 2224 1556 2723 13695 3.85 4.58 14.64 16.24 11.36 19.88 424 322 942 1156 809 1254 7173 5.91 4.49 13.13 16.12 11.28 17.48 767 417 2701 2943 1972 3163 17807 4.31 2.34 15.17 16.53 11.07 17,76 307 241 999 1015 741 1159 7233 4.24 3.33 13.81 14.03 10.24 16.02 256 165 405 293 342 546 3509 7,30 4.70 11.54 8.35 9.75 15.56 517 266 688 762 617 934 5775 8.95 4.61 11.91 13.19 10.68 16.17 228 69 373 293 283 463 2953 7.72 2.34 12.63 9.92 9.58 15.68 - 71 - 1/18/05 • • • APPENDIX G COVIMITTED DEVELOPMENT WORKSHEETS & DATA INTERSECTION AND APPROACH COMMITTED DEVELOPMENT WORKSHEET PM PEAK HOUR TRAFFIC VOLUME FROM COMMITTED DEVELOPMENT (See Figure 5 for location map and key) Gables Coral Marquis/ Midtown Miracle Bybios View The Belmont Lofts Center TOTAL 1 2 3 4 5 VOLUME Coral Way & SW 37th Avenue EB LEFT 0 0 1 0 0 1 ES THRU 0 31 3 13 40 87 EB RIGHT 0 0 1 0 0 1 W B LEFT 0 0 0 0 18 18 WBTHRU 0 19 16 7 42 84 W8 RIGHT 0 0 0 0 25 25 NB LEFT 0 0 0 0 0 0 NB THRU 15 0 0 0 0 15 NB RIGHT 0 0 3 0 18 21 SB LEFT 0 0 5 0 25 30 SB THRU 11 0 0 0 0 11 SB RIGHT 0 0 0 0 0 0 Coral Way & SW 36th Avenue EB LEFT 0 0 0 0 0 0 EB THRU 0 31 7 13 83 134 EB RIGHT 0 0 0 0 0 0 W B LEFT 0 0 0 0 0 0 WBTHRU 0 19 3 7 85 114 WB RIGHT 0 0 0 0 0 0 NB LEFT 0 0 0 0 0 0 NB THRU 0 0 0 0 0 0 NB RIGHT 0 0 0 0 0 0 SB LEFT 0 0 0 0 0 0 SB THRU 0 0 0 0 0 0 SB RIGHT 0 0 0 0 0 0 SW 22nd Terrace & SW 37th Avenue EB LEFT 0 0 0 0 0 0 EB THRU 0 0 0 0 0 0 EB RIGHT 0 0 0 0 0 0 WB LEFT 0 0 0 0 0 0 W B RIGHT 0 0 0 0 0 0 NB THRU 15 0 0 0 18 33 NB RIGHT 0 0 3 0 0 3 SB LEFT 0 0 0 0 0 0 SB THRU 11 0 1 0 18 30 SW 22nd Terrace & SW 36th Avenue EB LEFT 0 0 0 0 0 0 EB THRU 0 0 0 0 0 0 EB RIGHT 0 0 0 0 0 0 WB LEFT 0 0 0 0 0 0 WB THRU 0 0 0 0 0 0 WB RIGHT 0 0 0 0 0 0 NB LEFT 0 0 0 0 0 0 NB THRU 0 0 0 0 0 0 NB RIGHT 0 0 0 0 0 0 SB LEFT 0 0 0 0 0 0 SB THRU 0 0 0 0 0 0 SB RIGHT 0 0 0 0 0 0 Arterial Summary Coral Way East- and Westbound Highest Total Two -Way Volume = 248 SW 37th Avaenue North• and Southbound Highest Total Two -Way Volume = 83 • The Mile TAP JN 5711 N Airs N m -c C = j o 0 Q t M Ce) c 11 SW 29th Streeet 11 16 N L. R-36 "ir-15 SITE Nr PM Peak Hour {n=39 Out =51 Total = 90 Bird Road 15-► 4 1--4,.. ar 1 Si TRANSPORT ANALYSIS PROFESSIONALS PM Peak Hour Site Only Volume Byblos FIGURE 4 6 FIGURE 6 PROJECT TRAFFIC ASSIGNMENT BERMELLO, AJAMIL & PARTNERS, INC. CORAL VIEW September 22, 2000 Page 19 AM AN AI All MOM JIM au ma am ma MIL MIL CO NrS SW 37th Avenue SW 32nd Avenue -4-0(22). --2(2) Coral Way SW 27th Avenue -4--1(21) 4(16) 12(7) ---1 SITE 12(7) --- 1(2)— SW 22nd Terrace AM and (PM) Peak Hour IN - 14 (71) OUT = 67 (39) TOTAL = 81 (110) 9 11(7) *~ TAZ 1058 ©. 17.89 16.91 AM and PM PEAK HOUR SITE TRAFFIC TRANSPORT ANALYSIS PROFESSIONALS FIGURE 6 o o • SW 18TH STREET 0 NTS 15 (7) E'-- CORAL 5 (13) Q I— d VI CO WAY M SW 21 ST STREET r U 6 (14) SW22NDTER PROJE 18 (9) CT it SW 26TH STREET LEGEND AM (PM) VRH SW 32N© AVENUE SW 31 ST AVENUE SW 29TH AVENUE SW 27TH AVENUE FIGURE 5 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P,E. MIDTOWN LOFTS February 18, 2003 Page 20 • 921 _.5 90/85 SW 1S ST 53I29 i .. ,.. 06/5 oORAL WAY .Y.�, in 4--- 92/42 = AM/PM PEAK HOUR PROJECT VEHICLE TRIPS FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JA KC SON M. AHLSTEDT, P.E. MIRACLE CENTER September 27, 2003 Page 23 • APPENDIX H REDUCED SITE PLAN 10-01011101122 '1ie* MOWS, P6 flO1'D®, P6'Y 6D ~MOW 4111114 . / RNA46811M2E61D Dlwaaea MAR AWAKE eDIADEAOK ,f117 RUN. 2 10' 20' 40' 80' 2+ 7 LOCATION MAP 27 S.W. 2210 IEPRACE 2 PROJECT DATA. 2CN1Nk ORGe0 LOT AREA: NET LOT AMA, FARA) names 0.111E61RI61E0, SO.21 (COWL WY SPECIAL OYH6AT DORRK.T) Ag6006T MAO 6P. 4%600t1.12 • ✓-P&)100f. ADDRIONAL 266 PAR (I19,f4.4'-,40 *6 4•340146 14420112E2 EEld®Ot a m%. ✓-:12060P. 3622247E0 1260186161E PN6 262400*+21766614 • 6- 066268E 634,042662 6211634201. TOTALPCOTPRNT 6114242 TOTAL P001PRN1 PIR220620. MIEN AMA R OMA 10104210611E01106 60220412 LEY.: LOOM DETAIL L£60.6 I- 6 1.10R %VS Mai A*EE306I 1106 L61416 246 0I36 TTPE 'A' MILS Is 4 20 0646 TYP6 •A2' LE161.8 E 4 22 06261TPE4A3' MOWS) TOTAL Peet 10reu2(2111nm ESSISEILSEESEEk (60 I OEDW.*MUBi6 • I SPACE PISS UST . f62)2 13 0123620221 0E76 * 2 SPACES PIA U4T • PB0000PffiODED: 46320222N0 6.10 03E26I2:0 246314262 LOADMS SPACES cE024202/ P0010120: FRONT • 1224 (WW2 MOPD REAR • 702 (162 MET 24221200 - NO SMACK 132220000 • 23100 SP. (606 100011119 • *SO 6P. 16S 162 • 4.160WADI *00 220 PEE1KO) 1 MDT 40011014. PER I PMT 0' 601ACK • 16TABP. • 62106P. M.6618F. E606 M. nun 6P. 05668P. 3,00 EP. ✓ eem6P. •32 1441)616 62 SPACES iltiEESCLE 236» SWUM • 134 SPACES PROrID00 • 9(12' X281 SPACES KEY REAL ESTATE DEVELOPMENT COMPANY 2801 sewn 940800re Otive, Suite 200 Miami, FlOAEa33(23 THE MILE Miami, Florida DN+P # - 2004054 ALL RGHTS RESERVED 02.07.05 0 nn x . n�.. 1..,,aA,e e Q al. On v A SITE PLAN Tti6"-I,. 0„