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HomeMy WebLinkAboutSufficiency Letter - Traffic Impact Analysis• • • C. SUFFICIENCY LETTER / TRAFFIC IMPACT ANALYSIS MIADOCS 725241 1 03/19/2005 11:55 3053859997 TRANSPORT ANALYSIS 03/07/2005 15:00 FAX u1s PAGE 02/02 1 1002/002 March 7, 2005 Ms. Lille 1. Medina, AICP Assistant Transportation Coordinator City of Miami. Office of the City Manager/Transportation 444 SW 2` Avenue (10th Floor) Miami, Florida 33130 Re: Bybios MUSP Sufficiency Letter — W.O. # 95 Via Fa ,and US Mall Dear Ms. Medina: Subsequent to our January 25 2005 review comments far the subject project; we have received a revised traffic impact report on February 240 2005, prepared by Transport Analysis Professionals, Inc_ (TAP). Photocopy of the response letter is attached herewith. Please note that the applicant has proposed to modify the signal timing/phasing at Bird Road/SW 38`h Avenue 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. However, at this time, we conclude that the revised traffic impact report along with the subsequent submittal rneet all the traffic requirements and the report is found to be sufficient. Should you have any questions please fell free to call Quazi Masood or me at 954.739.1881. Sincer U Raj -hanm Serifr Traffic Engineer on Southern Attachment OV Mr. Kevin walford, Planner t, City of Miami (Fax - 305 418.1443) Mr. Richard P. Pichinger. TAP (Fax:305.3(35.9997) un5 Corporation Lak94hore Camptex 5100 11W 33rd Avenue, suit 150 Fart Louperaate, Fi. 33309.351S Tel: a54.739.1S t:954,739.1789 PAGE 212 * RCVD AT 312912005 11:55:11 AM (Eastem Standard Timer SVR:FAXSERVERI1 S ONIS:7701 CSID:3053859997 DURATION (mm•Ss):00•58 • • BYBLOS MIXED -USE DEVELOPMENT BIRD ROAD BETWEEN SW 38TH AVENUE & SW 38TH COURT MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANLAYSIS Prepared for Mr. Raymond Mitri Premier Luxury Investments 3851 Bird Road Miami, Florida 33146 (305) 606-2823 Prepared by Richard P. Eichinger Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385-0777 December 2004 4762 BYBLOS MIXED -USE DEVELOPMENT BIRD ROAD BETWEEN SW 38TH AVENUE& SW 38T11 COURT MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 1 TRIP GENERATION 5 SITE ACCESS 5 TRIP DISTRIBUTION 5 PEAK SEASON TRAFFIC ADJUSTMENTS 5 FUTURE BACKGROUND TRAFFIC 7 STUDY AREA & COMMITTED DEVELOPMENT 7 PLANNED ROADWAY IMPROVEMENTS 9 LEVEL OF SERVICE 9 PERSON TRW CAPACITY 12 TRANSPORTATION CONTROL MEASURES PLAN 12 CONCLUSION 12 TABLES Table 1— AM & PM Peak Hour Site Traffic Volume 5 Table 2 — PM Peak Hour Traffic Volumes 10 Table 3 — Levels of Service 11 Table 4 — Person Trip Corridor Analysis 13 Table 5 — Year 2006 Person Trip Corridor Analysis 14 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 6 Figure 5 — Study Area and Committed Development 8 APPENDIX Appendix A — Traffic Volume Data & Geometry Appendix B — Capacity Analyses & Traffic Signal Timing Data Appendix C — ITE Trip Generation Appendix D — FDOT Seasonal Factors Appendix E — FDOT LOS Tables & MUATS Trifomiation Appendix F — Committed Development Worksheets & Data Appendix G — Reduced Site Plan BYBLOS MIXED -USE DEVELOPMENT BIRD ROAD BETWEEN SW 38TH AVENUE& SW 38TH COURT MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed multi -story mixed -use development to be located along Bird Road between SW 38th Avenue and SW 38th Court in Miami, Florida. Figure 1 depicts the site's general location. The methodology used for assessing traffic impacts of the condominium 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 - Bird Road - SW 37th Avenue Intersection Analysis - SW 38th Avenue & Bird Road - SW 38th Court & Bird Road - SW 38th Avenue & SW 29th Street SW 38th Court & SW 29th Street EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in December 2004. Figure 2 depicts existing PM peak hour volume at the two existing study intersections and Figure 3 illustrates intersection lane geometry. • Street Atlas USA®® 2004 •5alvadore Park 0 MARIANA AVE SW 12TH 5T SW 12TH ST o w GERU+AVE SW 13TH ST SW 13THST r VENETIA AVE 4 ',ORTEGAAVE 7 MESSINA AVE w 0,-..> MILAN AVE -i a 01 N GREENWAY DR N 0 4 SW 15TH ST SW 13TH TER SW 13TH SW 14T 5 41) ALCAZARAVE A1.1-4M,e8A 0 n O O C yy -. co o VALENCIAAE 2 ALMERIAAVE 0 CATALONIA AVE w w a 4LG RRiNG0vE SEVILLA:AVE PALERMO AVE CATALONIA AVE MALAGAAVE SArtTANDERAVE nn ANASTASIIAAVE • z fa-cl 6LW1AAVE ST W VELARDEAVE 976 SARTO CAMLO ALEDO AV as 0 ST SI: ANTALLA AVE SW 137H ST SIDONIA AVE SW I3TH TER SALAMANCA AvE SW 14TH ST � c1 MENORES'AVE SW 15TH ST MENDOZA AVE 6TH TER ZAMORAAVE MADEIRAAVE mrotSCA AVE NAVARREAVE' SAN ANTONIOAVr PLTARA'AVE SITE, 1 VACNERFwAVE BA1y p S 73 COLIMA CT -. 2 ALMINAR AVE CADAGUAAVE 4�� BLUERD gp p 2003 DeLorme. Street Atlas USA® 2004. www.de[orme.Com 0 MLLER RD VITTORIO AVE _. 0 a e m �t DAROCO AVE SAVONA AVE CALIGULA AVE HARDEE RD 0 a a n 0: cn ▪ r ^'I �i a m 71.1 • z n �qS3" 0n ix • co cn c* f1 h cn 61 r • q a cn Coral Park, m SW 16TH ST ,Merrck Parl 2 SEVILLA AVE I.Tal SEVILLAAVE PALERMO AVE m PALEP. MOAVE2 2 0 -%`<c``' $ A B ASTSAN AVE ''- ROMANO SEVE SARTOAVE a Gcc., d CAM[LO AVE ' 1-'P ALEDO AVE A Oouglv Park g stD n CADIMA AVE ESIOAVE ViSCAYA AVE FLUVIN AVE N v, m n z n PEACOCK AVE IPPIG AVE :j ORANGES to !P KIAORA AVE 0 THOMAS AVE co COMO AVE , MATHESON AVE WOODRIDGE RE -" .-'?' AUREl_lA AVE 4 BATTERSEA RD l ,annVnII -c >1 ti GENERAL LOCATION MAP; SW 25TH ST SW25TH TER 2N 26TH ST • ? z • a • ° :0 c,`s* Sat 'mm 2 v3 2 CO m. SN 23RD ST w SW22RDTER SW 24TH ST The Pine SW 25TH ST CA 16THTER ST SW 21 Si ST SW 21ST TER •-4!Sout1i SW 25T S1N 27TH ST c� ay f5tate5s. COCONUT AVE Ocean View Heights. Op BIRDAVE�;'�2 Llr.. Sri w: . I' o.R` ERANIG.]NAVEO(3'Li' 4504p. • P AVOCADO AVE' Pp r G co w3AVE z 13 Cy rn *Coconut -Grove CORMSI . MN (S.CW) .l ST 0) Scale 1 : 25,000 by 1i99 1600 ,"Z„/W- Y� ]no NO b99 19,13 1" = 2,083.3 ft Data Zoom 13-0 • N NTS SW 38th Court SW 38th Avenue t r � N up SITE SW 29th Streeet Bird Road --14 -4— 1602 ,r--• 40 38-- 11 fig --► �, ¢ 12N 38 1078 --► 56-']� NTm ARP- ,aid $ rBi TRANSPORT ANALYSIS PROFESSIONALS Existing PM Peak Hour Traffic Volume FIGURE 2 3 • TABLE 3 LEVEL OF SERVICE (LOS) AT STUDY LOCATIONS INTERSECTION AND APPROACH SW 38th Court & SW 29th Street EB LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT NB LEFT, THRU & RIGHT SB LEFT, THRU & RIGHT SW 38th Avenue & SW 29th Street EB LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT NB LEFT, THRU & RIGHT SB LEFT, THRU & RIGHT SW 38th Court & Bird Road EB LEFT WB LEFT & THRU NB LEFT, THRU & RIGHT SB LEFT, THRU & RIGHT SW 38th Avenue & Bird Road EB LEFT EBTHRU & RIGHT WB LEFT WB THRU & RI-GHT NB LEFT NB THRU & RIGHT SB LEFT, THRU & RIGHT Intersection LOS SW 38th Court & Site Drive SB LEFT WB LEFT & RIGHT 2004 EXISITNG 2007 2007 PEAK WITHOUT WITH SEASON SITE SITE LOS LOS LOS A A A A A A A A B B B B A A A A A A B B 6 S 6 6 C C. C B B S C C C C C C B C* C* 6 C* C* A B* B* B C* C* E D* D* D D* D* D D* D* C C* C* n/a n/a A n/a n/a A * LOS conditions approved with minor traffic signal timing Byblos TAP JN 4762 11 • • • PERSON TRIP CAPACITY Traffic volume counts were take in mid -December along Bird Road 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. Note: This section of Miami does not fall within the Miami Downtown DRI matrix. TRANSPORTATION CONTROL MEASURES PLAN The City of Miami requires that developments requiring a MUSP process explain how the developer plans to reduce the proposed site's traffic impact on adjacent roadways and nearby intersections. The developer intends to include a bicycle storage area, which may reduce vehicular (automobiles) use 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 and intersections 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. 12 • • TABLE 4 YEAR 2004 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS ROADWAY MODE ROADWAY ROADWAY PER. TRIP PER. !RP ROADWAY 2003 ROADWAY CAPACITY ROADWAY VOLUME PER. TRIP ROADWAY Arterial 1 Corridor Name Bird Road TWO-WAY VOLUME CORR TYPE (Notes) (1) VEHICULAR ePPV= VEHICULAR �PPV= EXCESS PERSON CAPACITY" 1.6 VOLUME" 1.A PER. TRIP TRIP (2) (3) {4) (5) (6) (7) LOS M Allowable E+2A {3,740) 3740 5,964 3,195 4,473 1,511 0.75 Douglas Road TWO-WAY VOLUME Adopted LS Allowable E+20 (3 740) 3,740 5,984 1,736 381 5,603 0.06 Wa SW 26th Road Coral W SW 26t1t Road LOS TABLE" LOS TABLE" FOOT LOS Table Volumes FOOT LOS Table Volumes 0,00 C 0.00 C 8 rl1a 6 Ida 0.65 C 0.65 C C 2,430 C 2,430 0.85 C 0.65 C 1) 3,540 0 3,540 0.65 C 0.85 C E 3,740 E 3,740 0,65 G 0.65 C 0.65 mm C 0.65 C 0.66 p....-. 0.88 0 _. 0.95 0 0.95 O 0.96 E 0.96 E 1.00 E 1.00 E TRANSIT MODE LOCAL BUS EXPRESS RWL TRAN TOTAL TOTAI. TRANSIT PER. TRIP PER. TRIP PER. TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP IQ LOAD = Q LOAD = § LOAD . I@ LOAD = TRIP EXCESS DESIGN DESIGN DESIGN DESIGN VOLUME CAPACITY (B) (9) (10) (11) ,12.1 i131 WT AVG AVG HEADWAY SEATS RIDERSHIP DESIGN BOTH PER PAX LOAD PAX PERCENT DIRECTIONS VEH PER HOUR FACTOR cAPACrrr RIDERSHIP WT AVG AVG HEADWAY SEATS RIDERSHIP DESIGN BOTH PER PAX LOAD PAX PERCEENT DIRECTIONS VEtt PER HOUR FACTOR CAPACITY M0ER4H*P ` Volume Is from he year 2002 FDOT LOS tables " Existing volume adjusted to peak season CORRIDOR TOTALS CORRIDOR CORRIDOR CORRIDOR PERSON CORRIDOR PERSON PERSON TRIP PERSON TRIP TRIP EXCESS TRIP AC rTY VOLUME CAPACITY V 14 (15) (16) (17) 5,984 4,473 1,511 0 AUTO PERSON TRIPS = 4,473 100,0% TRANSIT PERSON TRIP 0 0.0% TAL PERSON TRIPS = 4,473 100, 5,984 381 5,603 0.06 AUTO PERSON TRIPS = 301 100.0% TR/NSITPERSON TRIPS 0 TOTAL PERSON TRIPS m 381 0.0% 00.0% Byblos Transport Analysis Professionals, Inc JN 4752 • • TABLE 5 FUTURE YEAR (2007) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arterial I Corridor Name Bid Road TWO-WAY VOLUME ROADWAY MODE ROADWAY ROADWAY PER. TRIP PER. TRIP 2007 ROADWAY CAPACITY ROADWAY VOLUME CORR VEHICULAR GPPV= VEHICULAR (DPPV= TYPE CAPACITY' 1.6 VOLUME" 1.4 Notes (1) _ (2) (3) (4)(5) ROADWAY PER. TRIP ROADWAY EXCESS PERSON PER, TRIP TRIP (6) (7) LOS MASS TRANSIT MODE LOCAL BUS EXPRESS RAIL TRAN TOTAL PER. TRIP PER. TRIP PER, TRIP TRANSIT CAPACITY CAPACITY CAPACITY CAPACITY a LOAD = w LOAD = LOAD = @ LOAD = DESIGN DESIGN DESIGN DESIGN (8) (9) (10) (11) AL TRANSIT PERSON TRIP VOLUME (12) TRANSIT PERSON TRIP EXCESS CAPACITY (13) CORRIDOR PERSON TRIP CAPACITY (14) CORRIDOR TOTALS CORRIDOR CORRIDOR PERSON CORRIDOR PERSON TRIP PERSON TRIP VOLUME AdoPted Alloy/abet E+20 (3,740) 3,740 5,984 3,334 4,668 1,316 0.78 0 0 5,984 (15) EXCESS TRIP CAPACITY VIC (16) (17) 4,668 1316 0.78 LOS WT AVG WAY SEATS REGIONS PER AVG RIDERSHIP PAX R DESIGN LOAD FACTOR PAX PERCENT CAPACITY RiiIERSH3P AUTO PERSON TTUPS = 1R»lsrf PERSON 111IPS OTAL PERSON TRIPS = 4.668 100.0% 0-0% 668 100.0% Douglas Road TWO-WAY VOLUME Adopta Allowable E+20 (3,740) 3,740 5,984 1,825 2,555 3,429 0.43 C 0 964 3,429 0.43 WT AVG HEADWAY SEATS BOTH PER DIRECTIONS VEH AVG RIDERSHIP PAX PER HOUR DESIGN LOAD FACTOR PAX PERCENT CAPACITY RIDERSHIP AUTO PERSON TRIPS = _ 555 TRANerr PERSON TRIPS 0 O 0% COTAL PERSON TRIPS = 2.555 1g0,0% 100,0% Bid Read 0.00 0.65 0.65 0.65 0.65 0,85 0.66 0.95 0.96 1.00 Douglas Road 0.00 0,655 0.65 0.65 0,65 0.65 0.66 0.95 0.96 1.00 C C 0 C C B 0 D E Bird Road 390 2,430 3,540 3,740 00991as Road a C 0 E n!a 2,430 3,540 3,740 FACTORS) 2003-200 ,G( 1¢�'hl T (aartlf+) = 1.0406 PROJECT VOLUME ASSIGNED Transit Corridor! Ditvotion Pro( Auto Trips Person Trip Bad Road ) Inbound (NSA 4 0 Outbound (S8) 5 0 Douglas Road Inbound (EB) 10 0 Outbound (W6) 9 0 Volume is from the year 2002 FDOT LOS tables LOS A 8 B not possible under assumptions - other v!c cutoffs use FDOT LOS table ratios Existing volume adjusted to peak season Project Auto Trips Mode Consndtted Development Byblos Transport Analysis Professionals, Inc. JN 4782 • APPENDICES • • • • • APPENDIX A TRAFFIC VOLUME DATA GEOMETRY CLIENT : TAP JOB NO.: 2004-106 PROJECT: SW 38TE AV/CT COUNTY : MIAMI-DADE Street name :BIRD ROAD Begin < Time A.M. 12:00 12/14 296 1 367 319 303 0111! 297 01:15 345 01:30 343 01:45 353 02:00 301 02:15 298 02:30 351 02:45 303 03:00 284 03:15 350 03:30 414 03:45 363 04:00 348 04:15 312 04:30 343 04:45 343 05:00 327 05:15 310 05:30 267 05:45 321 06:00 316 06:15 343 06:30 281 06:45 367 07:00 322 07:15 332 07:30 259 07:45 292 08:00 2Q5 08:15 253 08:30 217 08:45 200 09:00 165 09:15 165 09:30 156 09:45 169 10:00 163 10:15 152 41 150 152 i. 142 11:15 119 11:30 118 11:45 99 Totals 12995 Day Totals Split % 64.7% Peak Hour Volume P.H.F. • BETWEEN Cross street:SW 38TH 5T ES >< WB P.M. A.M. P.M. 102 55 327 69 54 341 323 58 337 1285 368 862 33 200 350 332 38 367 334 29 348 376 37 376 1338 342 1384 23 127 377 338 12 376 334 23 369 342 29 330 1253 392 1406 24 88 365 365 16 364 317 20 381 348 10 388 1411 347 1377 14 60 423 315 22 451 345 23 431 336 15 436 1346 318 1314 12 72 418 355 24 466 259 23 506 303 47 484 1225 319 1276 =, 57 151 441 322 71 478 320 74 459 304 124 428 1307 240 1186 180 449 425 255 291 425 235 303 387 256 222 324 1205 221 967 251 1067 304 219 283 264 220 279 231 197 321 206 875 174 810 343 1226 173 200 305 192 218 291 175 179 274 160 655 147 744 289 1159 140 187 285 143 179 280 138 161 312 94 617 112 639 313 1190 102 123 309 92 99 301 105 88 327 88 478 89 399 340 1277 66 12364 7066 15051 25359 221.17 45.1% 35.2% 54.9% CROSSROADS ENGINEERING DATA, INC Site Code 870020321100 13501 SW 128TH ST, STE 101 MIAMI, FL SSitet Date: 8700203214 TEL: 305-233-3997 FAX 305-233-7720 File I.D. : 870020-4 AND SW 38TE AVE , Page 1 >< Combined > Tuesday A.M. P.M. 351 429 421 410 377 660 1355 336 1485 718 2217 335 699 374 682 380 752 1468 376 1465 719 2852 313 714 321 703 380 672 1440 327 1341 757 2846 300 729 370 696 424 736 1556 377 1471 770 2933 370 766 335 776 358 772 1736 355 1418 736 3050 351 821 333 805 314 787 1897 378 1376 760 3173 387 800 417 779 405 732 1790 547 1756 665 2976 613 680 635 622 481 580 1440 543 2272 525 2407 488 483 532 451 538 403 874 543 2101 347 1684 470 392 456 393 430 339 667 458 1814 287 1411 448 330 432 317 462 255 477 465 1807 214 1116 451 215 420 204 445 176 351 439 1755 155 750 20061 27415 47476 03:15 02:15 11:00 05:15 06:45 05:00 1475 1433 1277 1909 2276 3173 .89 .91 .93 .94 .89 .96 CLIENT : TAP JOB NO.: 2004-106 PROJECT: SA 38TH AV/CT COUNTY : MIAMI-DARE Street name :BIRD ROAD BETWEEN Begin <--- ES rime A.M. P.M. 12:00 12/15 67 327 12: '. 52 343 1239 319 12 58 216 296 01: 33 375 01:15 39 332 01:30 27 339 01:45 32 131 346 02:00 1B 321 02:15 28 340 02:30 21 358 02:45 14 61 362 03:00 20 390 03:15 15 379 03:30 16 350 03:45 7 58 354 04:00 11 356 04:15 15 310 04:30 25 334 04:45 34 85 293 05:00 43 345 05:15 49 337 05:30 69 319 05:45 104 265 350 06:00 142 324 06:15 227 327 06:30 284 336 06:45 308 961 291 07:00 331 278 07:15 432 302 07:30 408 277 07:45 436 1607 219 08:00 458 233 08:15 384 205 08:30 439 188 08:45 452 1733 223 09:00 431 217 09:15 455 223 09:30 395 186 09:45 421 1702 210 10:00 376 209 10:15 335 166 1 294 131 11/1 339 1344 131 11. 324 56 158 11:15 343 113 11:30 353 112 11:45 343 1363 89 Totals 9546 13348 Day Totals 22894 Split % 57.0% 45.8% Peak Hour 08:30 02:30 Volume 1777 1489 P.H.F. .97 .95 • CROSSROADS ENGINEERING DATA, /NC 13501 SW 128TH ST, STE 101 MIAMI, FL TEL: 305-233-3997 FAX : 305-233-7720 Cross street:SW 38TH ST AND SW 38TH AVE , >< WB >< Combined A.M. P.M. 58 358 53 341 39 355 1285 38 188 330 1384 47 367 38 350 30 368 1392 36 151 318 1403 25 384 16 379 37 406 1381 26 104 398 1567 33 435 16 427 15 402 1473 22 86 397 1661 24 427 23 473 20 411 1293 19 86 468 1779 15 461 29 456 43 476 1351 61 148 473 1866 82 460 87 480 126 425 1278 199 494 449 1814 250 411 331 406 221 362 1076 269 1071 304 1483 307 291 292 258 277 246 849 353 1229 178 973 300 216 264 165 276 195 836 285 1125 174 750 327 175 290 152 301 137 662 279 1197 137 601 298 135 292 122 ( 345 124 472 [ 374 1309 105 486 7188 15767 22955 42.9% 54.1% 11:00 05:30 1309 1889 .87 .98 A.M, P.M. 125 685 105 684 78 674 96 404 626 2669 80 742 77 682 57 707 68 282 664 2795 43 705 44 719 58 764 40 185 760 2948 53 825 31 806 31 752 29 144 751 3134 35 783 38 783 45 745 53 171 761 3072 58 806 76 793 112 795 165 413 823 3217 224 784 314 807 410 761 507 1455 740 3092 581 689 763 708 629 639 705 2678 523 2559 765 524 676 463 716 434 805 2962 401 1822 731 433 719 388 671 381 706 2827 384 1586 703 384 625 318 595 293 618 2541 268 1263 622 293 635 235 698 236 717 2672 194 958 16734 29115 45849 08:30 05:00 2971 3217 .92 .97 Site Code : 870020321100 Start Date: 12/14/2004 File I.D. : 870020-4 Page 2 Wednesday CLIENT : TAP CROSSROADS ENGINEERING DATA, INC JOB NO.: 2004-106 13501 SW 128TH ST, STE 101 MIAMI, FL Site Code : 870010121100 PROJECT: SA' 38TH AV/CT TEL: 305-233-3997 FAX : 305-233-7720 Start Date: 12/14/2004 File I.D. : 870010.4 COUNTY MIAMI-QADE � Page 1 Street name :DOUGLAS RD ABOUT ONE 8L0C1 NORTH OF Cross street:BIRD RD , Begin, NB ><-_____ 58 >< Combined > Tuesday Time A.M. P.M. A.M. P.M. A.M. P.M. IIII00 12/14 43 234 1 25 175 I 68 409 5 22 174 1 18 205 1 40 383 30 29 185 17 184 { 46 369 12:45 16 11D 170 763 21 81 221 789 1 37 191 391 1552 01:00 17 176 13 231 1 30 407 01:15 13 175 14 218 1 27 393 01:30 11 159 5 202 1 16 361 01:45 14 55 159 669 11 43 247 698 I 25 96 406 1587 02:00 9 192 7 254 16 446 02:15 8 183 7 204 j 15 387 184 15 195 i 23 379 02:3002:10 35 181 740 6 35 234 687 16 70 415 1627 03:00 6 193 6 296 12 489 03:15 3 179 5 235 8 414 03:30 7 192 4 215 11 407 03:45 6 22 160 724 2 17 244 990 8 39 404 1714 04:00 7 187 8 255 15 442 04:15 8 192 6 236 14 428 04:30 7 207 5 222 12 429 04:45 9 31 217 803 7 26 227 940 16 57 . 444 1743 05:00 13 197 10 251 23 448 05:15 14 197 20 243 34 440 05:30 30 210 24 233 54 443 05:45 45 102 200 804 31 85 226 953 76 187 426 1757 06:00 52 185 50 225 102 410 D6:15 72 187 58 229 130 416 06:30 116 157 106 231 222 388 06:45 124 364 140 669 143 357 203 888 267 721 343 1557 07:00 141 144 168 200 309 344 07:15 183 157 224 178 407 335 07:30 179 140 174 178 353 318 07:45 201 704 134 575 191 757 156 712 392 1461 290 1287 08:00 241 136 193 137 434 273 08:15 212 124 276 174 488 298 08:30 246 110 219 132 465 242 08:45 278 977 115 485 202 890 120 563 480 1867 235 1048 09:00 260 100 172 100 432 200 09:15 240 109 172 114 412 223 09:30 221 121 160 133 381 254 09:45 204 925 98 428 152 656 96 443 356 1581 194 871 10:00 176 105 198 84 374 193 10;15 173 94 139 97 312 191 77 I 153 100 327 177 45 165 688 78 358 I 175 665 73 354 340 1353 151 712 .30174 00 183 40 I 181 88 364 128 11:15 186 71 I 179 58 365 129 11:30 167 53 1 189 48 356 101 11:45 165 701 721432 - 196 1 4356 195 744 865342 236 19360 360 1445 1586774 432 Totals 4714 Day Totals 11928 13009 24937 Split % 51.9% 45.4% 48.0% 54.5% Peak Hour 08:30 04:45 08:00 03:60 08:00 04:45 Volume 1024 821 890 990 1867 1775 P.H.F. .92 .94 .80 ,83 .95 .99 • CLIENT : TAP CROSSROADS ENGINEERING DATA, INC Site Code 870010121100 JOB NO,: 2004-106 13501 SW 128T.H ST, STE 101 MIAMI, FL Start Date: 12/14/2004 PROJECT: SW 38TH AV/CT TEL: 305-233-3947 FAX : 305-233-7720 File I.D. : 870010-4 COUNTY : MIAMI-DALE Street name :DOUGLAS RO ABOUT ONE BLACK NORTH OF Crass street:BIRDRD : page 2 Begin < NB >< SB >< Combined > Wednesday Time A.M. P.M. A.M. F.M. A,M, P.M. 00 12/15 28 196 { 53 200 81 396 26 207 34 222 60 429 0 25 171 32 225 57 396 12:45 22 101 178 749 28 147 260 907 50 248 435 1656 01:00 23 153 21 204 44 357 01:15 15 188 11 239 26 427 01:30 15 168 12 266 27 434 01;45 13 66 185 694 1 11 55 240 949 24 121 425 1843 02:00 14 195 € 10 265 24 460 02:15 11 186 10 244 21 430 02:30 9 180 11 257 20 437 02:45 11 45 164 725 9 40 213 579 20 85 377 1704 03:00 9 189 16 240 25 429 03:15 .5 184 6 250 11 434 03:30 8 186 13 248 21 434 1732 03:45 5 27 210 769 4 39 225 963 9 66 435 04:00 5 210 6 253 11 463 04;15 9 196 1 2 230 11 426 04:30 7 205 { 12 218 19 423 04:45 19 40 197 808 E 12 32 213 914 31 72 410 1722 05:00 9 204 i 15 215 24 419 05:15 19 215 15 250 ! 34 465 05:30 31 196 29 236 60 432 05:45 37 96 188 803 46 105 210 911 83 201 398 1714 06:00 53 176 47 247 100 423 06:15 72 176 65 255 137 431 06:30 95 190 123 252 218 442 06:45 140 360 163 705 141 376 213 967 281 736 376 1672 07:00 154 170 167 242 321 412 07:15 165 154 215 202 380 356 07:30 201 150 227 173 428 323 07:45 226 746 126 600 222 831 158 775 448 1577 284 1375 08:00 222 120 192 172 414 292 08:15 227 114 240 143 467 257 08:30 259 99 238 125 497 224 08:45 247 455 106 439 242 912 117 557 489 1867 223 996 09:00 241 123 187 132 428 255 09:15 239 147 212 121 451 268 09:30 204 102 192 133 396 235 09:45 208 892 120 492 190 781 135 521 398 1673 255 1013 10:00 206 120 161 86 367 206 10:15 206 77 1 208 105 414 182 41100 189 111 i 200 90 389 201 5 184 785 70 378 1 202 771 100 381 3 386 1556 170 759 0 170 64 1 174 92 344 156 11:15 184 77 1 198 62 i 382 139 11:30 180 69 I 204 76 1 384 145 11:45 199 733 38 243 192 768 59 289 l 391 1501 97 537 Totals 4846 7410 4857 5113 9703 16523 Day Totals 12256 13970 26226 Split % 49.9% 44.8% 50.04 55.1% Peak Hour 08:30 03:45 08:00 01:30 08:15 03:15 Volume 986 821 912 1015 1881 1766 9,H,F. ,95 .97 .94 .95 .94 .95 • CROSSROADS ENGINEERING DATA, tNC. 13501 SW 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 File Name : SW 38TH AVE a(,') BIRD ROAD 305-233-3997 Site Code : 12150421 Start Date : 12114/2004 Page No : 2 Start Time Rig ht Thr u SW 38TH AVE From North Left right on rod Ped App. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 intersect() 05:00 PM Volume 49 22 2 66 0 139 Percent 3 3 1 86. 1,4 475 0.0 05:15 12 7 1 20 0 40 Volume Peak Factor High int. 05:15 PM Volume 12 7 Peak Factor • 20 0 40 0.869 Rig tit B RD ROAD From East Thr u Ped Left i s App. Rip Thr Total ht u 14 162 40 0 1656 0.8 9 2,4 0.0 7 433 10 0 450 05:15 PM 7 433 10 0 450 0.920 SW 38TH AVE From South right ;Ped on red Left App. Total 34 11 126 44 0 215 15. 5.1 68. 20. 0.0 6 5 9 3 29 15 0 56 05:00 PM 10 4 40 0 63 0.853 BIRD ROAD From West Rig , Thr i Ped App.. Int. ht ! u I s i Total Total 56 10 38 0 1172 4.8 92. 3.2 0,0 13 253 8 0 274 05:45 PM 12 296 12 0 320 0.916 SW 38TH AVE Out In Total l 63 I 202I ■im©©� Rioht Thru Left I North Peds 12/14/04 5:00:00 PM 12114/04 5:45:00 PM Group 1 Group 2 41 Left Thru RIaht Ped [ 1181 Out In Total SW 38TH AVE 3331 3182 820 0.970 CLIENT : TAP JOB NO : 2004-106 4111tROJECT: SW 38TH/CT OUNTY : MIAMI-DADE Start Time SW 38TH AVE From North r Right Thru Left Factor 04:00 PM 04:15 PM 04:30 PM 04:45 PM Total 05:00 PM 05;15 PM 05;30 PM 05:45 PM Total 1.0 1,0 17 5 21 6 14 6 15 3 67 20 1.0 right orz red 1.0 Pads CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 File Name : SW 38TH AVE @ BIRD ROAD 305-233-3997 Site Code :12150421 Start Date :12/14/2004 Page No : 1 Right Groups Printed- Group 1 - Group 2 ROAD SW 38TH AVE From South BIRD From East Thru Left Pads 1.0 1 10 0 1 16 0 0 22 0 1 17 0 3 65 0 1.0 1,0 1.0 1.0 1 376 9 0 3 344 10 0 3 321 10 0 5 364 10 1 12 1405 39 1 26 29 127 39 0 right an red Pads Right Thru i Left 1.0J 1.0 5 7 32 13 0 7 7 33 7 0 9 11 39 9 0 5 4 23 10 0 1.0 1.0 1,0 11 6 1 11 0 3 396 15 0 12 7 1 20 0 7 433 10 0 14 4 0 19 0 3 378 10 0 12 5 0 16 0 1 395 5 0 49 22 2 66 0 14 1602 40 0 Grand Total 116 42 5 131 0 39.5 Total % 114 .9 0.7 0,1 2.1 0.0 • 28 3007 79 1 0.8 96.8 2.5 0.0 0.4 48.4 1.3 0.0 10 4 40 9 0 9 3 29 15 0 7 1 21 11 0 8 3 36 9 0 34 11 126 44 0 60 40 253 83 0 13.8 9.2 58.0 19.0 0,0 1.0 0.6 4.1 1.3 0.0 Right BIRD ROAD From West Thou 1.0 ' 1.0 9 265 16 298 9 286 14 268 48 1117 Left 1.0 9 4 9 8 28 Pads 1.0 0 a a a 0 tot. Total 10 278 12 0 13 253 8 0 21 251 6 0 12 298 12 0 56 1078 38 0 104 2195 66 0 4.4 92.8 2.8 0.0 1.7 35.4 1.1 0.0 759 773 748 748 3026 806 820 746 810 3182 6208 CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 305-233-3997 File Name : 38AV&29ST Site Code : 00000029 Start Date : 12/14/2004 Page Na : 2 SW 38TH AVE From North SW 29TH ST From East SW 38TH AVE From South I SW 29TH ST From West Start The Ped App.Ri Righ 7hru Left Total t s Total h Ped 9 7hrta Loft t a App, Iota) j ftlgh 1 Ped 7hru Lest l t 3 s App. Total Rlgh Thru Left Ped t s App. Total Int. Total Peak Hour From Intersection Volume Percent 04:45 Volume Peak Factor Hlgh Int. Volume 04:00 PM to 05:45 PM - Peak 1 of 1 04:45 PM 22 50 2 0 74 29,7 67.6 2.7 0.0 7 12 1 0 20 05:00 PM 9 13 0 0 22 0.841 1 105 86 0 0.5 54.7 44.8 0.0 1 33 23 0 04:45 PM 1 33 23 0 192 57 57 0.842 10 42 6 0 17.2 72.4 10.3 0.0 0 12 2 0 05:00 PM 3 14 1 0 58 14 0.818 8 3 41 8 0 5.8 78.8 15.4 0,0 1 6 2 0 05:30 PM 0 14 3 0 52 9 17 378 100 0.940 • I 51] SW 38TH AVE Out in Total 74 L 1251 22 50 0 Rlght T% Left Pads North 12/14/04 4:45:00 PM 12/14/04 5:30:00 PM AUTO HEAVY VEHICLES 4. Left6 II �i hru Ri.ht Peds Out In Total SW 38TH AVE 1 1391 1 197i A J CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 CLIENT : TAP MIAMI, FLORIDA 33186 0OB NO : 2004-106 305 233-3997 .ROJECT : SW 38TH AVE OUNTY : MIAMI-DADE Start Time Factor Right 1.0 04;00 PM 2 04:15 PM 5 04:30 PM 2 04:45 PM 7 Total 16 SW 38TH AVE From North Thru 1.0 Left 1.0 Pods 1.0 8 0 0 11 1 0 •12 0 0 12 1 0 43 2 0 05:00 PM 9 13 0 0 05:15 PM 2 12 1 0 05:30 PM 4 13 0 0 05:45 PM 5 9 0 0 Total 20 47 1 0 Right 1.0 Groups Printed- AUTO - HEAVY VEHICLES SW 29TH ST SW 38TH AVE From East From South Pods Right Thru Left Pads 1.0 1.0 1.0 , 1.0 1.0 0 0 0 0 Thru 1.0 Left 1,0 1 26 12 0 2 21 31 0 0 24 27 0 1 33 23 0 4 104 93 0 0 23 16 0 0 23 24 0 0 26 23 0 1 24 19 0 1 96 82 0 Grand Total 36 90 3 0 5 200 175 0 Apprch Q% 27.9 69,8 2.3 0,0 1.3 52.6 46.1 0.0 Total °% 5.1 12.7 0.4 0.0 0.7 28.2 24.7 0.0 • 3 7 4 11 4 10 0 12 11 40 10 0 3 14 1 0 4 9 1 0 3 7 2 0 2 8 1 0 12 38 5 0 4 3 1 2 23 78 15 0 19.8 67.2 12.9 0.0 3,2 11.0 2.1 0.0 File Name : 38AV&29ST Site Code : 00000029 Start Date : 12/1412004 Page No :1 SW 29TH ST From West Thru Left 1.0 1.0 1,0 1 6 1 0 1 5 2 0 2 3 2 0 1 6 2 0 5 20 7 0 0 11 1 0 2 10 2 0 0 14 3 0 1 5 2 0 3 40 8 0 8 60 15 0 9,8 72.3 18.1 0.0 1,1 8,5 2.1 0.0 Pods Int. Tots 71 97 87 100 355 91 90 96 77 353 708 • CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 File Name : 38CT&29ST 305-233-3997 Site Code : 00001212 Start Date ; 12/14i2004 Page No ; 2 f Start Time • • RIgh SW 38TH CT From North Left L Ped Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 04:45 PM Volume 1 7 7 0 15 Percent 6.7 46.7 46.7 0.0 05:15 1 2 3 0 Volume Peak Factor High Int. 05:15 PM Volume 1 2 3 0 6 Peak Factor 0.625 Thru App• Total SW 29TH ST (JUST N-OF BIRD RD) from East Righ Thru Left Ped App. Total 7 48 73 0 128 5.5 37.5 57.0 0.0 3 9 18 0 30 04:45 PM 3 18 21 0 42 0.762 Righ SW 38TH CT From South Thru Left Ped s SW 297H ST (JUST N-OF BIRD RD) From West App. Rlgh Total t 21 7 12 0 40 52.5 17,5 30.0 0.0 6 3 5 0 14' 05:15 PM 6 3 5 0 14 0.714 Thru Left Ped App. Total 12 22 0 0 34 35,3 64.7 0.0 0,0 3 7 0 0 10 05:30 PM 4 8 0 0 12 0.708 co E W IBTH CT In Total 291 North 12114/04 4:45:00 PM 12/14104 5:30:00 PM AUTO HEAVY VEHICLES Left Thru Ri•ht PodsimEn moioniam 921 Out S 1321 In Total 38TH CT Int. Total 217 60 0.904 CLIENT : TAP JOB NO : 2004-10 ROJECT: SW 38TH AVE COUNTY : MIAMI-DADE CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 305-233-3997 File Name : 38CT&29ST Site Code : 00001212 Start Date : 12/14)2004 Page No :1 SW 38TH CT From North ¶s,vu} rlw•w-r..iIv- SW 29TH ST (JUST N-OF BIRD RD) From East ,r,-... .•-•........ SW 38TH CT From South SW 29TH ST (JUST N-OF BIRD RD) From West Start Time Right Thru Lett Pads R1ht Thru Left Peds Right Thru Left Pads Right Ttsrtt Left Pads Int. Total 1.0 1.0 1.0 1,0 1.0 1.00 i 1.0 1.0 1.0 ; 1.0 1.0 1.0 1,0 1.0 1,0 . 1.0 factor 04:00 PM 04:15PM 04:30 PM PM 0 0 0 0 0 2 2 1 3 1 0 0 0 3 14 12 0 4 11 12 0 3 18 21 0 3 3 3 1 6 3 3 1 1 0 0 0 7 3 1 0 5 2 0 0 4 5 0 0 44 52 46 60 04:45 Total 05:00PM 0515 PM 05:30 PM PM 0 0 1 0 0 5 5 1 1 2 3 1 2 4 0 0 0 0 0 0 12 51 61 0 1 8 17 0 3 9 18 0 0 13 17 0 3 9 15 0 10 5 6 7 I 1 7 12 2 3 3 5 1 3 2 3 0 0 0 0 0 23 14 1 0 1 2 0 0 3 7 0 0 4 8 0 0 4 7 1 0 202 41 60 56 49 05:45 A A A n 7 39 67 0 j 19 8 14 0 12 24 1 0 206 Grand Total 1 14 11 0 19 90 128 0 1 29 15 26 0 Apprch % 3.8 53.8 42.3 0.0 ` 8.0 38,0 54.0 0.0 i 41.4 21.4 37,1 0.0 Total % 0.2 3.4 2.7 0.0 4.7 22.1 31.4 0.0 j 7.1 3.7 6.4 0.0 • • 35 38 2 0 46.7 50.7 2.7 0.0 8.6 9.3 0.5 0.0 408 CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 305-233-3997 Start Time SW 38TH CT From North Rig t T Th Peak Hour From 04;00 PM to 05:45 PM - Peak 1 of 1 Intersection 05:00 PM Volume 76 4 5 0 85 Percent 89,4 4,7 5.9 0.0 05:15 12 1 1 0 14 Volume Peak Factor High Int. 05:30 PM Volume 28 0 2 0 30 0.730 Peak Factor • • Left Ped ` APP• s l Total Righ BIRD RD From East Thru Left I Pad App, s I Totat 4 181 10 0 1845 0.2 99.2 0.5 0.0 3 475 0 0 478 05:15 PM 3 475 0 0 478 0.965 Righ SW 38TH CT From South Thru I Left I Fed 1 App. 1 s Total 24 0 7 0 31 77.4 0,0 22.6 0.0 1 0 3 0 05'00 PM 13 0 0 0 13 0.598 Righ Thru File Name : B1RO&38CT Site Code : 12150409 Start Date : 12/14/2004 Page No ; 2 BIRD RD From West Lett Le s APP. Total 12 11 38 0 1219 1,0 95.9 3,1 0.0 1 298 7 0 306 05:45 PM 4 308 13 0 325 0.938 1) L 0 SW 38TH CT Out In Total I 421 [ 851 ` l r 7611 41 57 01 Right Thal Left Pads f1{ `-► rY North L 1271 12/14/04 5:00:00 PM 12/14/04 5:45:00 PM AUTO HEAVY VEHICLES f-1 i r► Loft Thru Right Ped 1111111111111111111111111111113 INIIIIIIIMMIIIII I 25 Out In Total SW 38TH CT [ 57'1 Int, Totat 3180 802 0.991 CLIENT : TAP JOB NO : 2004-106 ROJECT: CORAL WAY OUNTY : MIAMI-DADE • • Start Time Factor 04:00 PM 04:15 PM 04:30 PM 04:45 PM Total 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Right 1.0 SW 38TH CT From North Thru 1.9 Left 23 0 17 1 20 1 29 0 89 2 1,0 1 1 0 0 2 Pads 1.0 0 0 0 0 0 18 1 1 0 12 1 1 0 28 0 2 0 18 2 1 0 76 4 5 0 Grand Total 165 6 7 0 Apprch % 92.7 3.4 3,9 0.0 Total % 2.6 0.1 0,1 0.0 CROSSROADS ENGINEERING DATA, INC. 13501 SW 126TH ST, SUITE 101 File Name :BIRD&3$CT 305-233-3997 MIA FLORIDA33186 Site Code : 12150409 Start Date : 12/14/2004 Page No : 1 Right Groups Printed- AUTO - HEAVY VEHICLES SW 38TH CT From South BIRD RD From East Thru T Left 1.0 1.0 0 437 1 424 1 387 4 417 6 1665 t 462 3 475 0 456 0 438 4 1831 10 3496 0.3 99.2 0.2 55.9 1.0 3 1 3 1 a Pads 1.9 0 0 0 a a Right 1.0 Thru 1 Left 1.0 Peds 1.0 1.0 3 0 1 0 2 0 2 0 3 0 4 0 4 0 6 0 12 0 13 0 3 0 13 0 0 0 0 0 1 0 3 0 3 0 3 0 2 0 4 01 7 0 2 0 10 0 , 24 0 7 0 18 0 36 0 20 0 0.5 0.0 64.3 0.0 35.7 0,0 0.3 0.0 j 0.6 0.0 0.3 0.0 Right 1.0 1 4 0 2 7 BIRD RD From West Thru 1.0 293 337 313 301 1244 Left 1.0 9 6 4 6 25 Peds 1.0 0 0 0 0 0 4 277 10 0 1 298 7 0 3 286 6 0 4 308 13 0 12 1169 38 0 19 2413 63 0 0.8 96,7 2.5 0.0 0.3 38.6 1.0 0.0 Int. Total 771 796 736 770 3073 790 802 791 797 3180 6253 YEAR 2003 2002 2001 2000 1999 3-Year Average 0521 84000-6.15c/0 89500 4.68% 85500 1.79% 84000 -7.18% 90500 0.11 % • AREA GROWTH 3-YEAR AVERAGES 5200 98500 2.60% 96000 -4.48% 100500 2.03% 98500 2.60% 96000 0.05% FDOT Station Description / Location 0521 SR 5/US-1 S of Grand Avenue (Coral Gables) 5200 SR 5/US-1 S of SW 27th Avenue/SR 9 0082 SR 976/Bird Road E of SW 42nd Avenue/SR 953 2534 SR 972/Coral Way E of SW 37th Avenue 1038 SR 972/Coral Wau W of SW 27th Avenue/SR 9 0082 42000 -5.62% 44500 -2.20% 45500 3.41% 44000 0.00% 44000 -1.47% 2534 31500 -13.70% 36500 7.35% 34000 7.94% 31500 21.15% 26000 0.53% 4762 1038 44500 -6.32% 47500 5.56% 45000 -4.26% 47000 3.30% 45500 -1.67% CUM th11C. LJOUG ILUV LO, LUVY 1'!VIlS1A 1JC114E4111VIEL Vl 11411b1JVI 1.41.1Vil Transportation Statistics Office 2003 Historical AADT Report County: 87 - DADE 0521 Description: SR 51CJS-1, 200' S GRAND AV(CORAL GABLES) Year AADT Direction 1 2003 C 84,400 N 42,500 2002 C 89,500 N 43,500 2001 C 85,500 N 43,500 2000 C 84,000 N 43,000 1999 C 90,500 N 45,000 1998 C 82,500 N 40,500 1997 C 79,0001 N 39,000 1996 C 79,000 N 40,000 1995 C 83,000 N 42,000 1994 C 82,500 N 40,500 1993 C 98,000 N 44,000 1992 C 87,500 N 46,500 1991 85,442 N 43,068 1990 79,556 N 40,884 1989 89,512 N 43,736 1988 74,528 N 37,459 1987 72,556 N 32,943 1986 68,771 N 34,844 1985 67,663 N 34,192 1977 53,275 N 27,105 1976 58,925 N 28,761 1975 43,941 N 22,096 1974 45,442 N 22,609 1973 43,317 N 21,261 1972 50,881 N 25,841 1971 46,589 N 23,822 1970 44,818 N 21,561 • Direction 2 S 41,500 S 46,000 S 42,000 S 41,000 S 45,500 S 42,000 S 40,000 S 39,000 S 41,000 S 42,000 S 54,000 S 41,000 S 42,374 S 38,672 S 45,776 S 37,069 S 39,613 S 33,927 S 33,471 S 26,170 S 30,164 S 21,845 S 22,833 S 22,056 S 25,040 S 22,767 S 23,257 AADT Flags: C Computed; E - Manual Estimate; F = First Year Est; S = Second Year Est; T = Third Year Est; X = Unknown Page 1 r ui LIGLL. JJL% GillUM LU, LV V'T 1'iV11iAa AJ1✓p4:141.1311.114 Vl 1 L W IStlVl LlAl1V17 Transportation Statistics Office 2003 Historical AADT Report County: 87 - DADE Si. 5200 Description: SR STUS-1, 200' S SW 27 AV/SR 9 Year AADT 2003 2002 2001 2000 1999 1998 1997 1996 1995 1994 1993 1991 1990 1989 1988 1987 1986 1985 1984 1976 • C 9.8,500 C 96,000 C 100,500 C 98,500 C 96,000 C 94,000 C 87,500 C 89,000 C 92,500 C 91,000 C 89,500 89,618 74,337 96,492 82,047 82,085 77,996 74,904 75,388 70,770 Direction 1 Direction 2 N 50,500 S 48,000 N 49,000 S 47,000 N 50,500 S 50,000 N 50,000 S 48,500 N 47,500 S 48,500 N 47,500 S 46,500 N 44,000 S 43,500 N 45,500 S 43,500 N 46,000 5 46,500 N 45,500 S 45,500 N 44,500 S 45,000 N 44,160 S 45,458 N 41,694 S 32,643 N 48,099 S 48,393 N 40,875 S 41,172 N 39,475 S 42,610 N 39,247 S 38,749 N 38,000 S 36,904 N 37,097 S 38,291 N 31,533 S 39,237 AADT Flags: C - Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T =Third Year Est; X = Unknown Page 1 r It 1 ci . J.JGtiGkll UV LO, �GV tPt J. "Ala UGtlal//LLCM Vl I CIALOVVLLL14SV1! Transportation Statistics Office 2003 Historical AADT Report County: 87 - DADE Si 0082 Description: SR 976/BIRD RD, 200' E SW 42 AV Year AADT Direction 1 Direction 2 2003 C 42,000 E 23,000 W 19,000 2002 C 44,500 E 21,500 W 23,000 200I C 45,500 E 23,500 W 22,000 2000 C 44,000 E 22,000 W 22,000 1999 C 44,000 E 22,500 W 21,500 1998 C 41,000 E 21,000 W 20,000 1997 C 37,000 E 19,000 W 18,000 1996 C 39,000 E 20,000 W 19,000 1995 C 37,000 E 19,000 W 18,000 1994 C 45,500 E 21,500 W 24,000 1993 C 43,000 E 20,500 W 22,500 1992 C 39,500 E 20,000 W 19,500 1991 38,687 E 19,642 W 19,045 1990 37,100 E 19,263 W 17,837 1989 39,318 E 19,595 W 19,723 1988 34,828 E 17,587 W 17,241 1986 35,444 E 18,002 W 17,442 1985 37,068 E 18,947 W 18,121 • AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T = Third Year Est; X = Unknown Page 1 rant uate: uecemoer ao, Zuv4f r ionua uepartment or a ransporcatton Transportation Statistics Office 2003 Historical AADT Report County: 87 - DADE Si 2534 Description: SR 972/CORAL WAY, Year 2003 2002 2001 2000 1999 1998 1997 1996 • 200' E SW 37 AVENUE AADT C 31,500 C 36,500 C 34,000 C 31,500 C 26,000 C 27,000 C 28,500 C 28,500 Direction 1 E 13,500 E 18,000 E 16,500 E 15,500 E 13,500 E 12,500 E 14,000 E 14,000 Direction 2 W 18,000 W 18,500 W 17,500 W 16,000 W 12,500 W 14,500 W 14,500 W 14,500 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T =Third Year Est; X = Unknown Page 1 rriru u4 e: ueuemoer BO, By vw r1V1 fu4l IJVp 11 IDIOM VA 1lrlli'jJUi 4LFUi! Transportation Statistics Office 2003 Historical AADT Report County:87 - DADE S' 1038 Description: SR 972/CORAL WAY, W OF SW 27 AVE Year AADT Direction 1 Direction 2T 2003 C 44,500 E 22,000 W 22,500 2002 C 47,500 E 23,000 W 24,500 2001 C 45,000 E 22,500 W 22,500 2000 C 47,000 E 23,500 W 23,500 1999 C 45,500 E 22,500 W 23,000 1998 C 42,500 E 22,000 W 20,500 1997 C 42,500 E 21,000 W 21,500 1996 C 42,000 E 21,500 W 20,500 1995 C 45,000 E 22,500 W 22,500 1994 C 53,500 E 28,000 W 25,500 1993 C 50,000 E 26,000 W 24,000 1991 42,587 E 16,792 W 25,795 1990 40,555 E 19,787 W 20,768 1989 43,230 E 21,988 W 21,242 1988 30,602 E 15,476 W 15,126 1986 37,881 E 19,055 W 18,826 1985 40,986 E 20,658 W 20,328 • • AADT Flags; C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T Third Year Est; X = Unknown Page 1 • • • APPENDIX B CAPACITY ANALYSES TRAFFIC SIGNAL TIMING DATA TWO-WAY STOP CONTROL SUMMARY Gen erali.nfarrnatioi nalyst gency/Co. Date Performed Analysis Time Period Project Description Bybios East/West Street: SW 29th Street Intersection Orientation: East-West RPE/TAP For Bybios 12/28/2004 PM Peak Site inform intersection Jurisdiction Analysis Year ion SW 38 Court & SW 29 Street 2004 Existing North/South Street: SW 38th Court Study Period (hrs): 0.25 Vehicle Volumes;and A,djustiments Major Street Movement Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PNv Median type RT Channelized? Lanes Configuration Upstream Signal Minor Street Movement 1 0 0.71 0 0 Eastbound 2 T 22 0.71 3 R 12 0.71 31 I 16 4 L 73 0,76 95 0 Westbound 5 T 48 0.76 62 6 7 0.7E 9 Undivided 0 0 0 LTR 7 1 0 Northbound 8 0 9 0 LTR 10 1 0 Southbound 11 0 12 •oLume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, Pip/ Percent grade (%) Flared approach Storage RT Channelized? Lanes Configuration T R 12 0.71 16 0 7 0.71 9 0 21 0.71 29 0 7 0.63 11 0 7 0.63 11 0 1 0.63 1 0 0 0 Control Delay., Queue Approach Movement Lane Configuration Volume, v (vph) Capacity, cm (vph) vlc ratio Queue length (95%) Control Delay (slveh) .OS Approach delay (s/veh) Approach LOS 0 0 1 LTR ength; Level of Service EB 1 LTR 0 1542 WB 4 LTA 95 1573 7 0 0 Northbound 8 LTR 54 830 0 9 0 1 LTR 10 Southbound 11 LTR 23 661 0 0 12 0.00 0.00 7.3 0,06 0.19 7.4 0.07 0.21 9.6 0.03 0.11 10.6 A A A 9.6 10.6 A Version 4,1 d HOS2000TM Copyright 6. 2003 University of Florida, Ail Rights Reserved TWO-WAY STOP CONTROL SUMMARY General In or. matron Analyst gency/Co. Date Performed Analysis Time Period RPEJ AP For Bybios 12/28/2004 PM Peak Site,Information atio Intersection Jurisdiction Analysis Year SW 38 Court & SW 29 Street 2007 Without Site Project Description Byblos EastlWest Street: SW 29th Street intersection Orientation: East-West Vehicle Vaiumt ;and: Adjustin r is Major Street Movement 1 Eastbound 2 T North/South Street: SW 38th Court Study Period (hrs): 0.25 3 R 4 L Westbound 5 T 6 R Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Median type RT Channelized? Lanes 0 0.71 0 0 23 0.71 32 12 0.71 16 75 0.76 98 0 49 0.76 64 7 0,76 9 Undivided 0 0 0 1 0 0 1 0 Configuration Upstream Signal Minor Street Movement LTR 0 LTR Northbound 0 Southbound 7 8 9 10 11 12 L R L T olume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Percent grade (%) Flared approach Storage 12 0.71 16 0 7 0.71 9 0 22 0.71 30 0 7 0.63 11 0 7 0.63 11 0 1 0.63 1 0 0 0 0 0 RT Channelized? Lanes Configuration 0 0 0 1 LTR 0 0 1 LTR 0 t,antroj. jet Y, .111.1eUC'L..Gil Approach asi, uwwws .., EB .vv. s.rr:. WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR Volume, v (vph) 0 98 55 23 Capacity, cm (vph) 1540 1572 827 652 v/c ratio 0.00 0.06 0.07 0.04 Queue length (95%) 0.00 0.20 0.21 0.11 Control Delay (s/veh) 7.3 7.4 9,7 10.7 1LQS A A A B Approach delay (s/veh) -- 9.7 10.7 Approach LOS -- -_ A B Copy right Qh 2003 university of Flonoa, HCS2000TM TWO-WAY STOP CONTROL SUMMARY GeneralInformat%n: ISitee. Inf©rmntion Intersection Jurisdiction Analysis Year I nalyst gency/Co. Date Performed Analysis Time Period RPE/TAP For Bybios 12/28/2004 PM Peak Project Description Bybios East West Street, SW 29th Street Intersection Orientation; East-West Vehicle Volumes and Ad ustm;snts` Major Street Movement Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Median type RT Channelized? Lanes Configuration Upstream Signal Minor Street -Movement 1 0 0.71 0 0 0 LTR 7 L Eastbound 2 T 23 0.71 32 0 Northbound 8 SW 38 Court & SW 29 Street 2007 With Site North/South Street: SW 38th Court Study Period (hrs); 0.25 3 27 0.71 38 0 0 9 Undivided 4 85 0.76 111 0 0 LTR 10 L Westbound 5 T 49 0.76 64 1 0 Southbound 11 olume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Percent grade (%) Flared approach Storage 24 0.71 33 0 7 0.71 9 0 0 7 0.71 9 0 1 0.63 1 0 T 7 6 R 7 0.76 9 0 0 12 0.63 11 0 0 R 1 0:63 0 RT Channelized? Lanes 0 0 1 0 0 0 Configuration LTR Control Delay, QueueLength; Level of.'S.ervice Approach Movement EB 1 WB 4 7 Northbound 8 9 0 LTR 10 0 0 Southbound 11 12 Lane Configuration Volume, v (vph) LTR LTR LTR LTR 0 111 51 13 Capacity, cm (vph) vie ratio 1540 1544 677 633 Queue length (95%) 0.00 0.00 0.07 0.23 0.08 0.24 0.02 0.06 Control Delay (s/veh) OS 7.3 A 7.5 A 10.8 B 10.8 B Approach delay (s/veh) Approach LOS 10.8 8 10.8 Copyright © 2003 University of Florida, All Rights Reserved Version 4,1d HCS2000TM TWO-WAY STOP CONTROL SUMMARY General :info.rmati'on. nalyst � Agency/Co. Date Performed Analysis Time Period RPE/TAP For Bybios 12/28/2004 PM Peak Site information Intersection Jurisdiction Analysis Year SW 38 Avenue & SW 29 Street 2004 Existing Project Description East/West Street: SW 29th Street intersection Orientation: East-West :Vehicle :Volumes and Adjustments Major Street Movement. Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (vehlh) Proportion of heavy vehicles, PHV Median type 8 0.76 10 0 Eastbound 2 41 0.76 53 North/South Street: SW 38th Avenue Study Period (hrs): 0.25 3 3 0.76 3 Undivided 4 L 86 0.84 102 0 Westbound 5 T 105 0.84 124 6 1 0.84 RT Channelized? Lanes 0 1 0 0 0 1 0 0 Configuration Upstream Signal Minor Street Movement Volume (vehfh) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Percent grade (%) Flared approach Storage RT Channelized? Lanes Configuration LTR 7 L 6 0.81 7 0 0 Northbound 8 T 42 0.81 52 0 0 0 9 R 10 0.81 12 0 0 LTR 10 2 0.84 2 0 0 Southbound 11 T 50 0.84 59 0 0 0 12 R 22 0.84 26 0 0 0 1 LTR Control Delay, Queue Length,: Level of Service Approach Movement EB 1 WB 4 7 0 Northbound 8 0 9 1 LTR Southbound 10 11 0 12 Lane Configuration Volume, v (vph) Capacity, cm (vph) • v/c ratio Queue length (95%) LTR 10 1474 0.01 0.02 LTR 102 1562 0.07 0.21 LTR 71 625 0.11 0.38 LTR 87 665 0.13 0.45 Control Delay (s/veh) LOS 7,5 7.5 11.5 11.2 A A B B Approach delay (slveh) Approach LOS 11.5 B 11.2 HCS2000TM Copyright 2003 University of Florida, All Rights Reserved Version 4,1 c TWO-WAY STOP CONTROL SUMMARY General information nalyst gency/Co. Date Performed Analysis Time Period RPE/TAP For Bybios 12/28/2004 PM Peak Site -I forma Intersection Jurisdiction Analysis Year SW 38 Avenue & SW 29 Street 2007 Without Site Project Description Bybios East/West Street: SW29th Street Intersection Orientation: East-West North/South Street: SW 38th Avenue Study Period (hrs): 0.25 Vehicle Volt] Malor Street Movement and Adjustments. 1 Eastbound 2 T 3 4 Westbound 5 T 6 Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (vehfh) Proportion of heavy vehicles, PHv Median type 8 0.76 10 0 44 0.76 57 3 0.76 3 89 0.84 105 0 109 0.84 129 1 0.84 1 Undivided RT Channelized? Lanes 0 0 0 1 0 0 1 0 'Configuration Upstream Signal Minor Street ovement LTR 0 Northbound LTR 0 Southbound 7 8 9 10 11 12 L T R T R Volume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHv Percent grade (%) Flared approach Storage 6 0.81 7 0 43 0.81 53 0 10 0.81 12 0 2 0.84 2 0 52 0.84 61 0 23 0.84 27 0 0 0 0 0 RT Channelized? Lanes 0 0 0 0 0 1 0 Configuration LTR Corlltror a�lay,`duee'lrengtl�Level csf`Serviae Approach EB WB Northbound LTR Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration Volume, v (vph) LTR LTR LTR LTR 10 105 72 90 Capacity, cm (vph) vfc ratio 1468 1556 615 656 0.01 0.07 0.12 0.14 Queue length (95%) 0.02 0.22 0.40 0.47 ontrol Delay (s/veh) OS 7.5 7.5 11.6 11.4 A A B B Approach delay (s/veh) Approach LOS 11.6 11.4 8 HCs20001rM Copyright ©2003 University of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY General Information Site Informations nalyst RPE/TAP pgencyfCo. For Bybios Date Performed 12/28/2004 Analysis Time Period PM Peak Intersection Street W38 Avenue & SW 29 Jurisdiction Analysis Year 2007 With Site Project Description Byblos East/West Street: SW 29th Street North/South Street: SW 38th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle-Votumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 8 53 3 89 119 1 Peak -hour factor, PHF 0.76 0.76 0.76 0.84 0.84 0.84 Hourly Flow Rate (veh/h) 10 69 3 105 141 1 Proportion of heavy vehicles, Pv 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 ovement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 6 43 10 2 52 23 Peak -hour factor, PHF 0.81 0.81 0.81 0.84 0.84 0.84 Hourly Flow Rate (vehlh) 7 53 12 2 61 27 Proportion of heavy vehicles, PHV 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 FIT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Control Delay, Queue Length Level of Ser vice Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR Volume, v (vph) 10 105 72 90 Capacity, cm (vph) 1453 1541 600 642 vic ratio 0,01 0.07 0.12 0.14 Queue length (95%) 0.02 0.22 0.41 0.49 Delay (sfveh) 7.5 7.5 11.8 11.5 !ontrol OS A A B B Approach delay (slveh) -- -- 11.8 11.5 Approach LOS -- -- B B • HCS2000TM Copyright ® 2003 University of Florida, All Rights Reserved Version 4,1 d TWO.WAY STOP CONTROL SUMMARY GeneralInfor-niation „ ., . Site Information Analyst RPE/TAP \gency/Co. For Byblos Date Performed 12/28/2004 Analysis Time Period PM Peak Intersection SW 38 Court & Bird Road Jurisdiction Analysis Year 2004 Existing Project Description Byblos East/West Street: Bird Road North/South Street: SW 38th Court Intersection Orientation: East-West Study Period (hrs): 0.25 . Vehicle :Vaiumes:`a>r�d-Adj�lstments r Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R. Volume (veh/h) 38 1169 12 10 1831 4 Peak -hour factor, PHF 0.94 0.94 0.94 0.96 0.96 0.96 Hourly Flow Rate (veh/h) 40 1246 12 10 1897 4 Proportion of heavy vehicles, PHV 0 -- __ 0 _- -- Median type Two Way Left Tura Lane RT Channelized? 0 0 Lanes 1 2 0 0 2 1 Configuration L T TR LT T R Upstream Signal 0 0 Minor Street. Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R kolume (veh/h) 7 0 24 5 4 78 Peak -hour factor, PHF 0.60 0.80 0.60 0.71 0.71 0.71 Hourly Flow Rate (veh/h) 11 0 40 7 5 110 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 6 9 10 11 12 Lane Configuration L LT LTR LTR Volume, v (vph) 40 10 51 122 Capacity, cm (vph) 317 560 341 352 v/c ratio 0.13 0.02 0.15 0.35 Queue length (95%) 0.43 0.05 0.52 1.51 Control Delay (s/veh) 18.0 11.5 17.4 20.6 C B C C k_0S Approach delay (s/veh) 17.4 20.6 Approach LOS -_ -- C C HCs2000TM Copyright © 2003 University of Florida, Ali Rights Reserved ersion a, TWO-WAY STOP CONTROL SUMMARY General .lnformati©n Analyst •gency/Co. Date Performed Analysis Time Period Project Description Byblos East/West Street: Bird Road APE/TAP For Bybios 12/28/2004 PM Peak Intersection Orientation: East-West �Vhlle Volumes and Adjustments; Major Street Movement Site I nfo matiOn Intersection Jurisdiction Analysis Year 2007 Without Site North/South Street: SW 38th Court Study Period (hrs): 0.25 Eastbound Westbound Volume (vehfh) Peak -hour factor, PHF Hourly Flow Rate (vehih) Proportion of heavy vehicles, PHV Median type RT Channellzed? Lanes Configuration Upstream Signal Minor Street Movement 1 L 39 0.94 41 0 2 T 1204 0.94 1283 3 R 12 0.94 12 4 10 0.96 10 0 Two Way Left Tum Lane 0 5 T 1886 0.98 1954 6 4 0.96 4 0 1 2 T 0 Northbound 0 TR 0 LT 2 0 Southbound 1 7 8 9 10 11 12 L R L T R olume (veh/h) Peak -hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, PHV Percent grade (%) Flared approach Storage 7 0.60 11 0 0 0.60 0 0 25 0.60 41 0 5 0.71 7 0 4 0.71 5 0 78 0.71 110 0 0 0 0 0 RT Channellzed? Lanes 0 0 0 1 0 0 1 0 Configuration LTR Con rot Delay•4ueue''LenSth, LeVef of Service Approach ES WB Northbound LTR Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration Volume, v (vph) LT LTR LTR 41 10 52 122 Capacity, cm (vph) vic ratio 302 542 330 338 0.14 0.02 0.16 0.36 Queue length (95%) Illi- Approach LOS Control Delay (sfveh) OS 0.46 0.06 0.55 1.60 18.8 11.8 17.9 21.5 8 C C Approach delay (s/veh) HCS2000Tm 17.9 C 21.5 Copyright © 2003 University of Florida, Ali Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY 'General in atilo n Site Information Analyst RPE/TAP Agency/Co. For Byb!os Date Performed 12128/2004 Analysis Time Period PM Peak Intersection SW 38 Court & Bird Road Jurisdiction Analysis Year 2007 With Site Project Description Byblos East/West Street: Bird Road North/South Street: SW 38th Court intersection Orientation: East-West Study Period (hrs): 0.25 ;Vehicle Volumes..and ,Adjustments.: Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 43 1204 12 10 1886 6 Peak -hour factor, PHF 0.94 0.94 0.94 0.96 0.96 0.96 Hourly Flow Rate (veh/h) 45 1283 12 10 1954 6 Proportion of heavy vehicles, PHv 0 -- -- 0 -- -- Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 1 2 0 0 2 1 Configuration L T TR LT T R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R lkolume (veh/h) 7 0 25 9 4 83 Peak -hour factor, PHF 0.60 0.60 0.60 0.71 0.71 0.71 Hourly Flow Rate (veh/h) 11 0 41 12 5 117 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 Loves` of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LT LTR LTR Volume, v (vph) 45 10 52 134 Capacity, cm (vph) 301 542 324 316 v/c ratio 0.15 0.02 0.16 0.42 Queue length (95%) 0.52 0.06 0.56 2.03 Control Delay (slveh) 19.1 11.8 18.2 24.5 C B C G IliOS pproach delay (even)-- 18.2 24.5 Approach LOS -- -- C G HCS2000;M Copyright ® 2003 University of Florida, All Rights Reserved Version 4,11 d GeneraE informant Analyst RPE/TAP nay or Co. For Bybios e Performed 12/28/2004 Time Period PM Peak '►/.claims and Timing iput Num. of Lanes Lane group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eft. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension sing Timing Excl. Left G = 12.0 Y= 3 LT 1 38 0 0.92 A 2.0 2.0 3 3.0 0 12.0 0 3.0 EW Perm G = 91.0 Y= 5 EB TH 2 TR 1078 0 0.92 2.0 2.0 3 3.0 12.0 0 0 3.0 03 G= Y= SHORT REPORT 1Site information RT 0 56 0 0.92 5 Intersection SW 38 Avenue & Bird Road Area Type Jurisdiction Analysis Year LT 1 L 40 0 0.92 A 2.0 2.0 3 3.0 0 12,0 0 3.0 G= Y= 04 WB TH RT 2 TR 1602 0 0.92 P 2.0 2.0 3 3.0 12.0 0 0 3.0 0 14 0 0.92 1 NS Perm G= 25.0 Y= 4 Al! other areas 2004 Existing LT 1 L 126 0 0.85 A 2.0 2.0 3 3.0 0 12.0 0 3.0 Duration of Analysis (hrs) = 0.25 C city Control delay :and LOS :Deter- rta OR.:: G= Y= NB TH 1 TR 11 0 0.85 A 2.0 2.0 3 3.0 12.0 0 0 3.0 06 RT 0 78 0 0.85 A 8 G= LT 0 2 0 0.87 A 07 0 Cycle Length C = 140.0 SB TH LTR 22 0 0.87 A 2.0 2.0 3 3.0 12.0 0 0 3.0 G= Y= RT 0 115 0, 0.87 08 A 44 Lane Group apa r EB WB NB SB Adj. flow rate 41 1233 43 1755 148 95 109 Lane group cap. 232 0.18 2335 0.53 360 0.12 2348 0.75 186 0.80 295 0.32 304 0.36 vie ratio Green ratio 0.76 15.5 0.65 13.1 0.76 7.2 0.65 16.7 0.18 55.1 0.18 50.1 0. 18 50.5 Unif. delay di Delay factor k 0.11 0.50 0.11 0.50 0.34 0.11 0.11 lncrem. delay d2 0.4 1.000 0.9 1.000 0.1 1.000 2.2 1.000 20.9 1.000 0.6 1.000 0.7 1.000 PF factor Control delay 15.9 13.9 7.4 18.9 76.0 50.8 51.2 Lane group LOS B 8 A 8 E D Apprch. delay 14 0 18.6 66.1 51.2 Approach LOS _ B 21.3 _ B Intersection E LOS D C lntersec. delay •$2000TM Copyright © 2000 University of Florida, All Rights Reserved ersion 4.le SHORT REPORT - • Slte"Intorllr ation ,.. ,General�Ini)or�iation st RPElTAP Analyst Pency or Co. For Bybios ate Performed 12/28/2004 Time Period PM Peak intersection SW 38 Avenue & Bird Road Area Type All other areas ,jurisdiction 2007 Without Site & New Analysis Year Timing VoliLrme d 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 0 1 1 0 0 1 0 Lane group L TR L TR L TR LTR Volume (vph) 39 1110 58 41 1650 14 130 11 80 2 23 118 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.92 0.92 0.92 0,92 0.92 0.92 0.85 0.85 0,85 0.87 0.87 0.87 Actuated (PA) 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/Bike1RTOR Volume 0 5 0 1 0 8 0 44 Lane Width 12,0 12.0 12.0 12.0 12.0 12.0 12,0 Parking/Grade/Parking NONN ONNO NNON Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 _ 3.0 3.0 3.0 3.0 3.0 3.0 basing Excl. Left EW Perm 03 04 NS Perm 06 07 08 G= 12.0 G= 81.0 G= G= G= 35.0 G= G= G= Timing Y= 3 Y= 5 Y= Y= Y= 4 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 140.0 Lane Group -Capacity, Control Delay and" OS Deter nation EB WB NB SB Adj. flow rate 43 1270 45 1807 152 97 113 Lane group cap. 209 2079 301 2090 286 413 426 vic ratio 0.21 0.61 0.15 0.86 0.53 0.23 0.27 Green ratio 0.69 0.58 0.69 0.58 0.25 0.25 0.25 Unif. delay d1 24.3 19.2 11.9 24.9 45.4 41.8 42.2 Delay factor k 0.11 0.50 0.11 0.50 0.13 0.11 0.11 lncrem. delay d2 0.5 1.3 0.2 5.1 1.9 0.3 0.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 24.8 20,6 12.2 30.0 47.3 42.1 42.5 Lane group LOS C C B C D D D Apprch. delay 20 7 29.5 45.3 42.5 Approach LOS C C D 0 intersec. delay 27.8 Intersection LOS C Copyright © 2000 University of Florida, All Rights Reserved ersion 4.1e SHORT REPORT General; information Analyst ency or Co. to Performed Time Period RPE/AP For Bybtas 12/28/2004 PM Peak Vvtume grid Timing input Num, of Lanes Lane group ES LT TH 2 Site;° jnfor-matiof Intersection Area Type Jurisdiction Analysis Year WB SW 38 Avenue & Bird Road All other areas 2007 With Site & New Timing NB RT 0 LT 1 TH 2 RT LT 0 TH 1 SB RT LT TH 0 0 1 RT 0 L TR L TR TR Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width 39 1114 0 0 59 0 0.92 0.92 A P 2.0 _ 2.0 2.0 2.0 3 3 3.0 3.0 0 12.0 12.0 0.92 5 41 0 0.92 A 2.0 2.0 3 3.0 0 12.0 1652 0 0.92 P 2.0 2.0 3 3.0 12.0 14 130 0 0 0.92 0.85 1 A 2.0 2.0 3 3.0 12.0 11 0 0.85 A 2.0 3 3.0 12.0 LTR 80 2 23 0 0 0 0.85 0.87 0.87 A A A 8 0 2.0 2.0 3.0 12.0 118 0 0.87 A 44 Parking/Grade/Parking Parkinglhr Bus stops/hr Unit Extension using Timing Excl. Left G= 12.0 Y= 3 N 0 0 0 3.0 3.0 EW Perm 03 G = 81.0 Y= 5 G= Y= 0 3.0 G= Y= 04 0 0 3.0 NS Perm G = 35.0 Y= 4 0 3.0 Duration of Analysis (hrs) = 0.25 Ga aiy Oontroi 0eay and=LOS=meter nation - G= Y= 0 0 3.0 06 N N 0 G= Y= 07 Cycle Length C = 140.0 0 3.0 08 G Y= EB WS NB SB Adj. flow rate 43 1275 45 1810 152 97 113 Lane group cap. 209 2078 300 2090 286 413 426 v/c ratio 0.21 0.61 0,15 0.87 0.53 0.23 0.27 Green ratio 0.69 24.4 0.11 0.5 0.58 19,3 0.50 1.4 ` 0.69 12.0 0.11 0.2 0,58 24.9 0.50 5.1 0.25 45.4 0.13 1.9 0.25 41,8 0.11 0.3 0.25 42.2 0.11 0.3 Unit. delay di Delay factor k Increm. delay d2 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 24.9 20.6 12.2 30.0 47.3 42.1 42.5 Lane group LOS C C B C D D D Apprch. delay 20.8 29.6 45.3 42.5 C C D Approach LOS Intersec. delay 27.8 _ intersection LOS C Copyright © 2000 University of Florida, All Rights Reserved erslon 4.I e TWO-WAY STOP CONTROL SUMMARY General' nforrnatIon Analyst gency/Co. ate Performed Analysis Time Period RPE/ AP For Byblos 12/30/2004 PM Peak Project Description Bybios East/West Street. Site Drive intersection Orientation: North -South Site -Information intersection Jurisdiction Analysis Year SW 38th Court & Site Drive 2007 With Site North/South Street: SW 38th Court `Study Period (hrs): 0.25 Vehicle Voiumes:ard Adjustments Major Street Movement 1 L Northbound 2 T 3 4 Southbound 5 T 6 Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 0 1.00 0 0 0 7 L 43 0.70 61 1 0 Westbound 8 6 0.70 8 0 0 TR 9 Undivided 25 0.70 35 0 0 LT 10 126 0.70 180 1 0 Eastbound 11 T 0 1.00 0 0 0 12 R Volume 4/leak-Hour Factor, PHF ourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 9 0.70 12 0 0 Delay, Queue Length and eve of: Service; Approach Movement Lane Configuration NB 1 0 1.00 0 0 0 N 0 0 LR SB 4 LT 7 21 0.70 30 0 0 0 Westbound 8 LR 0 1.00 0 0 0 9 0 1.00 10 0 0 0 0 0 Eastbound 11 0 1.00 0 0 0 0 12 v (vph) C (m) (vph) vfc 95% queue length Control Delay LOS Approach Delay Approach LOS •ghts Reserved Heszoo0TM Version 4.1d 35 1545 0.02 0.07 7.4 A 42 922 0.05 0.14 9.1 A 9.1 A Copyright 0 2003 University of Florida, All Rights Reserved Version 4,1d ,4.41 fl1 la.e. A.P& EVE,. "S V 1J 7 1..1 J .0.Ja aw U: OVY JV Mv141 ke.]-ut.... Js AAi✓J. u_erli T OFEWGG Y RNSPYWL Y S YMCYC T 48 72 1 4 1 23 4 12 3 120POST PM PEAK 2 T 54 57 1 4 1 20 4 10 3 100EVE—EARLY 3 T 53 90 1 4 1 25 4 12 3 140PM PEAK 0/1 M101 90 1 4 1 25 4"12 3 140AM PEAK WITH M 47 49 1 4 1 22 4 11 3 95EVENING TEST 6 90 1 4 1 25 4 12 3 140AM PEAK NO 5 47 1 4 1 20 4 10 3 90EVE—LATE T 53 90 1 4 1 25 4 12 3 140PM PEAK NO S T 37 45 1 4 1 15 4 7 3 6 80LATE NIGHT 4 .0 T 42 41 1 4 1 18 4 8 3 6 80NITE 4/0 " T101 99 1 4 1 26 4 12 3 150AM PEAK WITH T 15 72 1 4 1 23 4 12 3 120POST AM PEAK .., T 42 41 1 4 1 18 4 8 3 80EARLY WEEKEN _5 M 15 85 1 4 1 12 4 5 3 115OB IN M 15 8 5 1 4 1 12 4 5 3 115OB OUT M 48 72 1 4 1 23 4 12 3 120GROVE IN 0/1 Lb M 48 72 1 4 1 23 4 12 3 120GROVE OUT 0/ iIT "RETURN" TO CONTINUE T 15 85 1 4 1 12 4 5 3 ?4 T 37 42 1 4 1 15 4 7 3 • • 115MID DAY 7 77RECALL TEST • • • APPENDIX C ITE TRIP GENERATION Summary of Trip Generation Calculation For 38 Dwelling Units of Residential Condominium / Townhouse AdikDecember 28, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7.42 0.00 1.00 282 7-9 AM Peak Hour Enter 0.11 0.00 1.00 4 7-9 AM Peak Hour Exit 0.52 0.00 1.00 20 7-9 AM Peak Hour Total 0.63 0.00 1.00 24 4-6 PM Peak Hour Enter 0.48 0.00 1.00 18 4-6 PM Peak Hour Exit 0.24 0.00 1.00 9 4-6 PM Peak Hour Total 0.72 0.00 1.00 27 AM Pk Hr, Generator, Enter 0.11 0.00 1.00 4 AM Pk Hr, Generator, Exit 0.50 0.00 1.00 19' AM Pk Hr, Generator, Total 0.62 0.00 1.00 23 PM Pk Hr, Generator, Enter 0.86 0.00 1.00 33 PM Pk Hr, Generator, Exit 0.49 0.00 1.00 18 PM Pk Hr, Generator, Total 1.35 0.00 1.00 51 Saturday 2-Way Volume 14.88 0.00 1.00 565 Saturday Peak Hour Enter 0.76 0.00 1.00 29 Saturday Peak Hour Exit 0.65 0.00 1.00 25 Saturday Peak Hour Total 1.41 0.00 1.00 54 Sunday 2-Way Volume 12.53 0.00 1.00 476 Sunday Peak Hour Enter 0.76 0.00 1.00 29 Sunday Peak Hour Exit 0.79 0.00 1.00 30 Sunday Peak Hour Total 1.55 0.00 1.00 59 • 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, RA2 = 0.83 7-9 AM Peak Hr. Total: LN(T) = .BLN(X) + ,26 RA2 = 0.76 , 0.17 Enter, 0.83 Exit 4-6 PM Peak Hr. Total: LN(T) = .82LN(X) + .32 RA2 =. 0.8 , 0.67 Enter, 0.33 Exit AM Gen Pk Hr. Total: LN(T) = .82LN(X) + .17 RA2 = 0.8 , 0.18 Enter, 0.82 Exit PM Gen Pk Hr. Total: T = .34(X) + 38.31 RA2 = 0.83 , 0.64 Enter, 0.36 Exit Sat. 2-Way Volume: T = 3.62(X) + 427.93, RA2 = 0.84 Sat. Pk Hr. Total: T = .29(X) + 42.63 RA2 = 0.84 , 0.54 Enter, 0.46 Exit Sun. 2-Way Volume: T = 3.13(X) + 357.26, RA2 = 0.88 Sun. Pk Hr. Total: T = .23(X) + 50.01 RA2 = 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 14 T.G.L.A. of Specialty Retail Center December 28, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44,32 15.52 1.00 620 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 1.00 17 4-6 PM Peak Hour Exit 1.52 0.00 1.00 21 4-6 PM Peak Hour Total 2.71 1.83 1.00 38 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 46 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 50 AM Pk Hr, Generator, Total 6.84 3.55 1.00 96 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 39 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 31 PM Pk Hr, Generator, Total 5.02 2.31 1.00 70 Saturday 2-Way Volume 42.04 13.97 1.00 589 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 1.00 286 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 • • APPENDIX D FDOT SEASONAL FACTORS • • AlaunLIZIAJI1OttLWSLil+1: 41114VV 2003 Peak Season Factor Category Report MIAMI-DADE SOUTH MOCF = 0,99 Dates Category: 8701 • • • Week SF PSCF * 1 01/01/2003 - 01/04/2003 0.98 0.99 * 2 01/05/2003.01/11/2003 1.00 1,01 * 3 01/12/2003 - 01/18/2003 1.01. 1.02 * 4 01/19/2003 - 01/25/2003 1.00 1.01 * 5 01/26/2003 - 02/01/2003 1.00 1.01 * 6 02/02/2003 - 02/08/2003 0.99 1.00 * 7 02/09/2003 - 02/15/2003 0.98 0.99 * 8 02/16/2003 - 02/22/2003 0.98 0.99 * 9 02/23/2003 - 03/01/2003 0.99 1.00 * 10 03/02/2003 - 03/08/2003 0.99 1.00 * 11 03/09/2003 - 03/15/2003 0.99 1.00 * 12 03/16/2003 - 03/22/2003 0.99 1.00 * 13 03/23/2003 - 03/29/2003 0.99 1.00 14 03/30/2003 - 04/05/2003 1.00 1.01 15 04/06/2003 - 04/12/2003 1.00 1,01 16 04/13/2003 - 04/19/2003 1.00 1.01 17 04/20/2003 - 04/26/2003 1.00 1.01 18 04/27/2003 - 05/03/2003 1.00 1.01 19 05/04/2003 - 05/10/2003 1.00 1.01 20 05/11/2003 - 05/17/2003 1.00 1.01 21 05/18/2003 - 05/24/2003 1,00 1.01 22 05/25/2003 - 05/31/2003 1.00 1.01 23 06/01/2003 - 06/07/2003 0.99 1.00 24 06/08/2003 - 06/14/2003 0.99 1.00 25 06/15/2003 - 06/21/2003 0.99 1.00 26 06/22/2003 - 06/28/2003 1,00 1.01 27 06/29/2003 - 07/05/2003 1.00 1.01 28 07/06/2003 - 07/12/2003 1,01 1.02 29 07/13/2003 - 07/19/2003 1,02 1.03 30 07/20/2003 - 07/26/2003 1.02 1.03 31 07/27/2003 - 08/02/2003 1.02 1.03 32 08/03/2003 - 08/09/2003 1.02 1.03 33 08/10/2003 - 08/16/2003 1.02 1.03 34 08/17/2003 - 08/23/2003 1,02 1.03 35 08/24/2003 - 08/30/2003 1.02 1.03 36 08/31/2003 - 09/06/2003 1.02 1.03 37 09/07/2003 - 09/13/2003 1.02 1.03 38 09/14/2003 - 09/20/2003 1.02 1.03 39 09/21/2003 - 09/27/2003 1.01 1.02 40 09/28/2003 -10/04/2003 1.01 1.02 41 10/05/2003 - 10/11/2003 1.00 1.01 42 10/12/2003 - 10/18/2003 1.00 1.01 43 10/19/2003 - 10/25/2003 1.00 1.01 44 10/26/2003 -11/01/2003 1.00 1.01 45 11/02/2003 - 11/08/2003 1.00 1,01 46 11/09/2003 - 11/15/2003 1.00 1.01 47 11/16/2003 - 11/22/2003 1.00 1.01 48 11/23/2003 - 11/29/2003 0.99 1.00 49 11/30/2003 - 12/06/2003 0.99 1.00 50 12/07/2003 - 12/13/2003 0.98 0.99 51 12/14/2003 - 12120/2003 0.98 0.99 52 12/21/2003 - 12/27/2003 1.00 1.01 53 12/28/2003 - 12/31/2003 1.01 1.02 Note: "*" indicates peak season week Page 2 • • APPENDIX E FDOT LOS TABLES MUATS INFORMATION TABLE 4 - 4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided 2 Undivided 4 Divided 6 Divided Level of Service A B C D E 180 620 1,210 1,720 2,370 1,940 3,140 4,540 5,870 6,670 2,900 4,700 6,800 8,810 10,010 STATE TWO-WAY ARTERIALS Class 1(>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 E 2 Undivided ** 180 1,070 1,460 1,550 4 Divided ** 390 2,470 3,110 3,270 ' 6 Divided ** 620 3,830 4,680 4,920 8 Divided ** 800 5,060 6,060 6,360 Class III (more than 4,5 signalized intersections per mile and not within primary city mints! business district of an urbanized area over 750,000) E 1,610 *** *** Lanes Divided E 2 Undivided 4 Divided 6 Divided 8 Divided Clans 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 ** ** ** ** A ** ** ** ** B ** ** eu ** 8 ** ** ** ** Level of Service C D 500 1,200 1,180 2,750 1,850 4,240 2,450 5,580 Level of Service C D 490 1,310 1,170 2,880 1,810 4,350 2,460 5,690 1,470 3,120 4,690 6,060 E 1,420 3,010 4,520 5,9I0 FREEWAYS Interchange spacing i 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 I1,180 13,600 14,110 17,160 17,020 20,710 Interchange spacing < 2 mi. apart Level of Service Lanes A B C D 4 2,050 3,350 4,840 6,250 6 3,240 5,250 7,600 9,840 8 4,420 7,160 10,360 13,420 10 5,600 9,070 13,130 16,980 12 6,780 10,980 15,890 20,560 7,240 11,180 15,130 19,050 23,000 7,110 I1,180 15,240 19,310 23,360 Lanes Divided 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided S 14ONSTATE ROADWAYS Major City/County Roadways Level of Service A B C ** ** 870 ** ** 2,030 ** ** 3,170 1,390 2,950 4,450 E 1,480 3,120 4,690 Other Signalized Roadways (signalized intersection analysis) Level of Service A 8 C D E ** ** 450 950 1,200 ** *4'1,050 2,070 2,400 BICYCLE MODE (Note: Level of service for the bicycle triode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Paved Shoulder Bicycle Lase Coverage 0-49% 50-84% 85.100% A ** ** 300 Level of Service B C D ** 310 1,310 240 390 >390 680 >680 *** PEDESTRIAN MODE (Note; Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and 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) (Hots: Hues per hour shown am only for du peak hour in the Angie direction of higher traffic flow,) Sidewalk Coverage 0-84% 85-100% A >6 B >5 >4 Level of Service C >4 >3 >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 +5clo Undivided No -20% Undivided Yes -5% Undivided No -25% Source: Florida Department of Trinupartation 02/22/02 Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http:l/www1 l .tnytlorida.eom&plat:ninglsystems/stri/los/default.htm * 'rids teble deer not constitute * st. d td and should be used only for general pluming spplleations. The computer models from which NI table is derived should be used for more specific pfenning sppllcatinas. The table and deriving computer models 'Mould not be used for corridor or inter nettoo design, where more termed techniques exist, Values shown ere hourly two•wey voiumee for levels of service and are for the eummobildhttoa tnodu'mass specifically stated. Level of service ion gad/ thresholds zee probably net comparable across modes and, therefore, cross modal comparisons should be made with cwtloa. Furthermore, combining levels of ar+lce of different modes into one overall roadway level of service is not taeommeaded. To conwts to annul average doily traffic volumes, these e. capacity Mutual, Bicycle L0S Modal Feidesttian LDS Model and te K. factor. The table's Truant Cepeolty and Quality of Service Manual, respectivelt Value defeults ted level of eervice tritria appear at the y the sutotnob leulstions are l,tuck, hioyett. pedestod on rlanning ian end btu modes, lications of the Highway **Cannot be achieved using table Input value defaults. * **Not 'polkaing for Mit toil of serrice pada For entoambilt/truck modeg. volumes pedestrlen modes the level of urges Irma grade (including f) R not ac ih evabit, because s is ono ma'm nuoutn t vehicle vo ecbecause threshold uaing table put value capacities / been reached. For bicycle and defaults 91 ONE-WAY FACILITIES Decrease corresponding two -directional volumes in this table by 40% to obtain the equivalent one directional volume for one-way facilities. • TABLE 4 - ,continued) GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S Urbanized Areas INPUT VALUE ASSUMPTIONS 1mIt4T1PRROPTED PLOW FA MIS Freeways 111 *y'A ROADWAY CEARACAI'0.IUSTICS Number uftkrnili lanes 4 -12 4 -12 2 4- Posed Weed ONO) 65 55 50 5f! Flea flaw spend (mob) E 10 60 55 55 Basic segment lama( 11 1.5 0 latemisanle spelt%%per WIC 25 1 INetfia• (ay) • Y Left worn lanes (ay) Y Y Temple (r i) 1 1 1 1 'fir oa paue 10 pasting Mama%, lines (*.11) a TRAFFIC Cf1ARAC't'81tt5'tiCS PFuatirmanalysis boor factor (K) 0.097 0.093 0.095 0.095 Directional disv*wiow roar( (0) 0.55 035 I155 ass Rkxkbout factor (Pt1F} 0.95 0.95 0.925 0.925 Basecapacity y700 2100 percent Heavy vehicle percent 6.0 4.0 2.0 2.0 Local adjustment factor , 0.99 L00 1.0 1.0 • orrggRUPTEO FLOW FACILITIES FI/estrianu Mrs Staht Arrrilala N4rStats Roadways Bkydc Class Clare 11 Cktwyll Class 1V Major O1bsr SApuilleed Cram 11 assail ROADWAY C17ARAC[[RIS11CS lanes 2 4-6 1 2 4-6 1 2 4-6 1 2 4-6 1 2 4-6 2-4 4 4 Number of Maack 45 50 50 45 45 45 35 35 15 30 30 30 45 45 40 40 Posted speed iamb) 50 S5. 55 50 50 50 40 40 40 35 35 33 3050 45 45 Free Sow aped (amid ■ r r IS r r • r r a r r r r MCdiu type (sprat) 7 Y Y Y Y Y Y Y Y 7 Y 7 Y Y l 7 Tuft tura Imes (.,Y) Povcd shoulder/bicycle (*,y) Y *50�4.y I a t Outside lama width (rt.t.w) `., t Pareme* condition (uat,d} •.5054.7 tab Sidewalk** ..... SidewalkPooadway wp.nliom (U.w) • Skkw.11dassdWay IIeb.4Ve barrier (n,y) rt Olwterbe to bus stet (t.y) " t11AFF1C CHARACTERISTICS 0.095 0.095 0.095 0.095 0.095 0.095 0.095 8095 0.095 0.095 0095 0.095 0.5195 0095 0.095 - 0.095 0.095 Muria' mealyais boar fiCmr IX) 0.55 0.55 035 0.55 0.55 0.55 0S5 035 035 0.55 (L5 0.55 0.55 0-55 0.55 .. 0.55 0.55 Directional dist ributio• fakes (D) 0.925 0.925 0925 0.925 0.925 0.925 0925 0.925 0.925 D92i 0.925 0925 0925 0925 0975 0.925 0.925 Peak bout factor (IMF) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Rase ssouatie.flow nuefitcpbpl) 20 2.0 2.0 2.0 2.0 20 13 1.5 13 13 13 13 11 1.5 1.0 . 2.0 2.0 091 Ileavyvabiek pe*Ceal Load 1.0 1.0 0.95 091 0.91 0.95 0.95 0.95 0.92 0.92 0.92 090 0.91 0.91 14 095- 16 - 0.94 12 12 15 adiustaaarfin.t % hum exclusive lure lawn )2 12 12 12 12 12 12 12 12 12 12 12 14 pave 30 3.0 Bumspan of service CONTROL CI3ARACFER1517C5 - .". Siralircd irxraepio*s per wily - 1.5 1.01-0 3.0 3.0 3.0 5.0 5A 5,0 1.0 0.0 $.0 3.0 3.0 3 .4 _ 4 3 3 3 4 4 4 4 4 4 4 4 4 . 4 4 a 120 Amyp Atrium! se l l.6) Sipco arise (NAIL_. a a a s s s s s a s ■ a s s 120 s 120 1 120 (eegb[C) 120 120 120 120 120 120 120 120 120 120 120 120 120 031 044 0.44 e Cycle Fl&ai"veamen mole( _._._ 0.44 0.44 044 0.44 0.44 0.44 0.44 0.44 0.44 0 0.44 044 044 0.41 0.41 Frrrta3a 1 1Y Two -Lime %FRS 1li hways Mutt vie lwc Daly IL.-. a AIL... Class 1 , ATS Va- aaaJ.g.,..-v..-. State Two -Way Class11 ATS Ariesia9 Chas 111 ATS .a sue.........-.-.�_. elms IV ATS �..._ -... 112.-Stole MaierCity/County ATS Raminala Other Sipmlimd Cereal Way Bicycle Score Yadeat*:a. Star* _.... Hera , Ruses perk. Class Level of Class111 Dent117 vie Density S13 q25 >6 >4 Service A vie 5:11 <0.47 5.13 >0.333 r25 mph <10sec <20see <13 . 2,5 50332 <_054 <0.47 >0.753 c0<0� <11 >34a* >21s.ph >24mpb >19alPb , >21 tk 35 53.5 >3 IS26 <0.68 <24 <2G >0.T50 <061 e26 >21npb >22.gtlr >Ilmpb >I3mp�h >22 � 435SCc C C <0.71 <26 40.11 t35 >0.667 <0S1 435 >almph >171apit >14r1p1t- >9rplt >17<4.5 eSSaee r43 <4.5 ?2 a2 ( <890 <35 <45 >0513 <1.00 <41 b >16 mph >13mpb >10npb >7*�b >l3mph �l0aec c5.5 >53 <t E F <1.00 >l.08 <45 >45 <1.00 >IA0 >65 <0.513 >!]IO >41 <lbotpb Kl3tnpb cJpmpk 5e7sapb 5l3mpk >SOsec _- >5.5 MMM vk = Demand to Capacity Ratio % FFS Percent Free Flow Speed ATS Average Travel Speed 92 • • • Miami -Dade 1999 Validation Distribution Report DIRECTIONAL DISTRIBUTION SUMMARY ORIGIN ZONE 1066 TRIPS PERCENT 1067 TRIPS PERCENT 1068 TRIPS PERCENT 1069 TRIPS PERCENT 1070 TRIPS PERCENT 1071 TRIPS PERCENT 1072 TRIPS PERCENT 1073 TRIPS PERCENT 1074 TRIPS PERCENT 1075 TRIPS PERCENT 1076 TRIPS PERCENT 1077 TRIPS PERCENT 1078 TRIPS PERCENT 1079 TRIPS PERCENT 1080 TRIPS PERCENT NNE ENE 994 735 19,59 14.49 562 549 16.59 16.21 1174 1112 18.17 17.21 648 639 16.96 16.73 4152 2179 20.85 10.94 3457 1075 24.81 7.72 475 195 24.52 10.07 322 48 36.26 5.41 643 54 32.01 2.69 654 408 28.53 17.80 490 158 27.18 8,76 733 369 23.99 12.08 689 629 20.01 18.27 1449 1048 20.59 14.89 986 648 17.98 11.82 CARDINAL DIRECTIONS ESE SSE SSW WSW WNW NNW 260 142 687 704 589 963 5.12 2.80 13.54 13.87 11,61 18.98 152 71 369 522 375 787 4.49 2.10 10.89 15.41 11.07 23.24 339 55 558 972 821 1431 5.25 0.85 8.64 15.04 12.71 22,14 121 133 266 598 659 756 3.17 3.48 6.96 15.65 17.25 19.79 509 0 1209 3984 3281 4604 2.56 0.00 6,07 20.00 16.47 23.11 114 0 626 2736 2663 3261 0.82 0.00 4.49 19.64 19.11 23.41 17 0 128 369 277 476 0.88 0.00 6.61 19.05 14,30 24.57 4 2 22 118 105 267 0.45 0.23 2.48 13.29 11.82 30.07 7 0 74 319 307 605 0.35 0.00 3.68 15.88 15,28 30.11 24 4 91 299 257 555 1.05 0.17 3.97 13.05 11.21 24.21 15 0 121 310 259 450 0.83 0.00 6.71 17.19 14.36 24.96 42 0 1.37 0.00 170 5.56 557 18.23 413 771 13.52 25,24 100 23 169 617 421 795 2.90 0.67 4.91 17.92 12.23 23.09 65 32 532 1350 916 1646 0.92 0.45 7.56 19.18 13.02 23.39 216 70 568 1072 725 1199 3.94 1.28 10.36 19.55 13.22 21.86 TOTAL 5074 3387 6462 3820 19918 13932 1937 888 2009 2292 1803 3055 3443 7038 5484 -74- 12/31/01 APPENDIX F COMMITTED DEVELOPMENT WORKSHEETS & DATA • MENORES AVE NTS 8/3 OM SW 15th ST 4—..1/•3 tJ 1416/ SW16thST -3/10 DOUGLAS ROAD A 6/4 —)'- LEGEND 100/200 = AM/PM PEAK HOUR,NET PROJECT TRAFFIC IN VEHICLES PER HOUR FIGURE 7 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEOT, P.E. URBANEA June 2, 2004 Page 25 • APPENDIX G REDUCED SITE PLAN • • BIRD ROAD •