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HomeMy WebLinkAboutTraffic Impact Study II• Adjusted Traffic Counts • • • • • DAVIT) PLUMMER & ASSOCIATES, INC. 24-HOUR COUNTS Project Name: Opus Location: Biscayne Blvd between NE 13st and 14st Observer: Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/41 TOTAL 12:00 AM 105 122 92 82 401 01 90 AM 61 61 41 44 207 02:00 AM 40 39 34 42 155 03:00AM 36 38 44 38 156 04:00A1 35 27 42 41 145 05:00 AM 42 55 72 91 260 0600AM 98 143 180 222 643 07:00 AM 207 204 290 296 997 08.00AM 252 289 300 292 1,133 09:00AM 319 277 312 285 1,193 10:00 AM 276 261 265 294 1,096 111:00 AM 306 310 332 332 1,280 12:00 PM 349 305 297 374 1,325 01:00 PM 299 331 287 346 1,254 02:00 PM 308 294 315 280 1,197 03:00 PM 319 312 395 359 1,385 04:0o PM 383 391 388 355 1,517 05:00 PM 363 388 407 404 1,562 06:00 PM 373 405 391 345 1,514 07:00 PM 325 331 275 266 1,197 08:00 PM 244 241 243 237 965 09:00 PM 153 189 207 209 758 10:00 PM 233 240 228 179 880 11:0c PM 173 142 118 117 550 24-HOUR TOTAL [ 21,770 AM Peak Hour: PM Peak Hour: NORTHBOUND Project No.: Count Date: BEGIN TIME SOUTHBOUND i 1st 1/4 2nd 1/4 3rd 1/4 4th 114, TOTAL 12:00 AM 79 74 65 65 283 01.00 AM 41 39 39 54 173 02:00 AM 32 41 35 32 140 03 00 AM 42 31 31 31 135 04.00 AM 33 27 31 40 131 05.00 AM 49 39 73 82 243 06.09 AM 102 118 181 195 596 07:00 AM 227 240 296 355 1,118 06:09 AM 361 328 368 347 1,404 09:00 AM 355 355 312 300 1,322 10:OOAM 298 269 239 252 1,058 17:00AM 274 279 268 263 1,084 12:0ePM 276 277 313 254 1,120 01:00PM 313 306 282 284 1,185 02:00 PM 276 261 251 269 1,057 03:00 PM 247 264 237 237 985 04:00 PM 243 259 230 313 1,045 05:00 PM 300 316 279 306 1,201 06:00 PM 245 274 273 318 1,110 07:00 PM 261 255 203 180 899 08:G0 PM 189 139 189 144 661 D9:00PM 147 146 173 142 r 608 10:00PM 146 110 140 96 492 11:00 PM 128 112 93 101 434 24-HOUR TOTAL 18,484 DAILY TRAFFIC COUNT SUMMARY Time: 11:15 AM Volume: 1,323 Time: 05:30 PM Volume: 1,589 AM Peak Hour: PM Peak Hour: AM Peak Hour: PM Peak Hour: NORTHBOUND AND SOUTHBOUND Time: K-factor 0-factor: Time: K-factor: D-factor: 08:30 AM 6.5 % 54.5% SO 05:00 PM 6.9% 56.5%NB 04124 3/9/2004 TWO-WAY TOTAL 684 , 380 295 291 276 503 1,239 2.115 2,537 2,515 2,154 2,364 2,445 2.439 2,254 2,370 2,562 2,763 2,624 2,096 1.626 1,366 1,372 984 40,254 Time: 08:30 AM Volume: 1,425 Time: 04:45 PM Volume: 1,206 Volume: 2,613 PHF: 0-97 Volume: 2,763 PHF: 0.97 Biscayne Bkvd Btwn NE 13s1 & 14st.xls • • • DAVID PLUMMER 8 ASSOCIATES, -NC. 24-HOUR COUNTS Project Name: Opus Location: Biscayne Boulevard South of NE 10 Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/40TOTAL 112.0o AM 126 156 148 82 512 01:00 AM 66 48 37 52 203 02:00 AM 23 38 27 24 112 03:00 AM 36 62 40 39 177 04.00 AM 20 22 36 38 116 05:0a AM 34 41 52 57 184 06:00 AM 66 86 98 113 363 07:00 AM 127 141 185 199 652 0e:O AM 198 257 234 258 947 OBoO AM 294 290 314 277 1,175 10:00 AM 309 302 294 313 1,218 11.00AM 345 368 378 340 1,431 12:00 PM 447 438 434 400 1,719 01:00 PM 384 445 395 425 1,649 02:00 PM 349 388 432 394 1,563 03:00 PM 451 407 450 456 1.764 04:00 PM 437 449 455 427 1,768 05:00 PM 494 515 513 514 2.036 06:00PM 475 482 464 401 1,822 07:00 PM 387 395 356 305 1,443 0e:00 PM 344 306 291 272 1.213 09:00 PM 193 217 257 242 909 10:00 PM 373 374 351 233 1,331 11c/O PM 280 210 161 136 787 [24-HOUR TOTAL II 25,094 AM Peak Horn. PM Peak Hour: NORTHBOUND Project No.: 04124 Count Date: 3/9/2004 BEGIN TIME SOUTHBOUND 1st 1/4 2nd 1r4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 84 74 86 58 302 01:00 AM 47 38 35 47 167 02:00 AM 25 41 25 33 124 03:00 AM 35 30 37 37 139 04:00 AM 35 44 29 77 185 05:06 AM 46 81 111 133 371 06:00 AM 140 217 255 267 879 07:00 AM 283 324 359 434 1,400 05:00 AM 457 457 496 489 1,899 09:00 AM 465 413 452 375 1705 10:00 AM 361 337 316 334 1,348 11:OO AM 327 315 309 289 1,240 12 oOPM 338 327 360 290 1,315 01.0n PM 297 374 329 343 1,343 0200PM . 315 299 292 297 1,203 03:00 PM 267 285 262 243 1,057 0400 PM 253 248 256 280 1,037 05:00 PM 300 326 337 330 1,293 06:00 PM 296 330 322 396 1,344 07:00 PM 416 379 313 225 1,333 08:00 PM 218 146 150 136 650 09:00PM 130 123 146 152 551 1e:00 PM 142 123 127 112 504 11:00 PM 107 112 99 91 409 I124-HOUR TOTAL 121,798 DAILY TRAFFIC COUNT SUMMARY Time: 11:45 AM Volume: 11,659 Tune: 05.00 PM Volume: 2036 AM Peak Hour: PM Peak Hour: AM Peak Hour: PM Peak Hour. NORTHBOUND AND SOUTHBOUND Time: K -factor: D-factor: Time: K.-factor: D-factor: 08:45 AM 6.3% 611% SB 05:00 PM 7.1 % 612% NB TWO-WAY TOTAL 814 370 236 316 301 555 1.242 2.052 2,846 2,880 2.566 2,671 3.034 2,992 2.766 2,821 2,805 3,329 3,166 2,776 1,863 1,460 1,835 1,196 46,892 Tirne: 06:15 AM Voiurne: 1,907 Time: 06:30 PM Volume: 1,513 Volume: 2.975 PHF: 0.97 Vo€ume: 3,329 PHF: 0.98 Biscayne blvd South of NE 10st.x€s • • • OAVID PL"UhtME,i 8 A5S0CEATES, INC. 24-HOUR COUNTS Project Name: Opus Location: Bayshore Drive between NE 13st and 14st Observer: Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 1/4 2nd 114 3rd 1/4 4th 1I4 1 TOTAL 12:00 AM 23 40 19 25 107 01:00 AM 23 11 14 26 74 02:00 AM 7 14 10 25 56 03:00AM 12 20 16 12 60 04:00 AM 13 11 12 14 50 05:0G AM 15 13 29 18 75 06.00 AM 15 24 37 48 124 07:00 AM 28 35 47 42 152 08:004M 55 63 53 48 219 09''00 AM 65 43 44 62 214 10'.00 AM 42 59 48 45 194 11'00AM 50 43 57 60 210 12:00 PM 62 54 65 54 235 01 00PM 69 51 54 58 232 02:00 P11 72 48 68 59 247 0300 PM 69 93 97 99 358 04:00 PM 71 61 85 93 330 0500 PM 122 84 102 114 422 0600P11 101 97 97 82 377 07.00P11 62 77 70 59 268 08.00 PM 41 48 41 55 185 09.00 PM 53 38 35 36 162 10.00 PM 46 58 45 37 186 11:00 PM 34 31 29 25 119 (24-HOUR TOTAL 4,656 NORTHBOUND Project No.: Count Date: BEGIN TIME .j SOUTHBOUND 1st 1/4 2nd 114 3rd 1/4 4th 1/4 E TOTAL } 12:00 AM 22 22 14 21 79 01:00 AM 16 16 13 13 58 02:00 AM 8 9 9 1 27 03:00 AM 13 21 17 13 64 04:00 AM 9 14 17 10 50 05:00 AM 15 12 32 31 90 06:00 AM 32 37 68 70 207 07:00 AM 78 83 118 114 393 08:00 AM 126 130 133 132 521 09.00 AM 135 119 97 100 451 10:00 AM 69 83 73 92 317 11:00 AM 79 68 81 79 307 12-00 PM 66 89 81 73 309 01:00 PM 76 87 91 106 360 02:40 PM 90 98 90 69 347 03:00 PM 80 92 89 81 342 04:00 PM 101 75 92 89 357 05:00 PM 102 100 80 86 368 06:00 PM 79 71 88 86 324 07:00 PM 66 71 87 59 283 03:00 PM 54 54 57 54 219 09:OO PM 53 40 48 47 188 ` 10:00 PM 42 37 45 32 156 11:00 PM 33 28 23 27 111 I24-HOUR TOTAL ( 5.928 DAILY TRAFFIC COUNT SUMMARY SOUTHBOUND 04124 3/9/2004 'TWO-WAY TOTAL 186 132 83 124 100 165 331 545 740 665 511 517 544 592 594 700 687 790 701 551 404 350 342 230 10.584 AM Peak Hour: Time'. 08:15 AM Vo€ume: 229 AM Peak Hour: Time: 08:15 AM Volume: 530 MEDDAY Peak Hour: Time'. 03: 15 PM Vc€ume: 360 MIDDAY Peak Hour Time: 01:30 PM Volume: 385 PM Peak Hour: Time', 05:00 PM Volume: 422 PM Peak Hour: Time: 04:30 PM Volume: 363 NORTHBOUND AND SOUTHBOUND AM Peak Hour: Time: 08:15 AM Volume: 759 K-factor: 7.2% PHF: 0.95 D-factor: 69.8% SE MIDDAY Peak Hour: Time: 03 15 PM Volume: 723 K-lactor: 6.8% PHF: 0.97 D-lactor: 50.2% SB PM Peak Hour: Time: 05:00 PM Volume: 790 K-factor: 7.5% PHF: 0.88 D-factor: 53.4% NB Bayshore drive btwn NE 13s1 & 14 st.xls • • • DAVID PLUMMER & ASSOCIATES. INC. Project Name: Opus Location: Observer: 24-HOUR COUNTS NE 2nd Avenue between NE 13 St and 12 St Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 1/4I2nd 1/4 3rd 1/4 4th 1/4 TOTAL 1200AM 0 0 0 0 0 01:00AM 0 0 0 0 0 02:00 AM 0 0 0 0 0 03:00AM 0 0 0 0 0 04:00 AM 0 0 0 0 0 05:00 AM 0 0 0 0 0 06:00AM 0 0 0 0 0 07:00 AM 0 0 0 0 0 08:O0AM 0 0 0 0 0 09:00AM 0 0 0 0 0 1000 AM 0 0 0 0 0 1100AM 0 0 0 0 0 12:00PM 0 0 0 0 0 01,00 PM 0 0 0 0 0 02:00 PEJE 0 0 0 0 0 03:00 PM 0 0 0 0 0 0400 PM 0 0 0 0 0 05:00 PM 0 0 0 0 0 06:00 PM 0 0 0 0 0 07:00PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00PM 0 0 0 0 0 11:00 PM 0 [ 0 0 0 0 I24-HOUR TOTAL 0 NORTHBOUND Project No.: 04124 Count Date: 3/9/2004 BEGIN TIME SOUTHBOUND J1st 1/412nd 1/43rd 1/4 4th 1/4 TOTAL] 12:0D AM 17 21 11 14 63 01:00 AM 20 15 14 19 68 02:00 AM 26 8 8 12 S4 03:0D AM 8 21 10 9 48 04:0D AM 17 14 11 25 67 05:0D AM 14 26 30 50 120 06:03 AM 59 96 105 123 383 07:0D AM 97 126 211 224 658 08:00 AM 243 238 257 235 973 09:00 AM 229 238 191 162 820 10:00AM 133 131 143 129 536 11 :00 AM 143 162 163 169 637 12:00 PM 159 161 175 124 619 - 01 :00 PM 150 119 153 147 569 02:00 PM 160 126 163 164 613 03:00PM 176 200 193 170 739 - 04:00 PM 219 180 283 211 893 05:00PM 233 183 164 135 715 06:00 PM 157 142 115 99 513 07:00 PM 92 81 99 65 337 08:00 PM 70 45 57 -__ 38 210 09:00 PM 35 46 45 68 194 ` 10:00 PM 76 4 70 37 23 206 11:00 PM 22 20 22 18 82 [24-HOUR TOTAL 10,117 DAILY TRAFFIC COUNT SUMMARY TWO-WAY TOTAL 63 68 54 48 67 120 383 658 973 820 536 637 619 569 613 739 893 715 513 337 210 194 206 82 10,117 AM Peak Hour: Tirrre: 12:D0 AM VOurne: 0 AM Peak Hour: Time: 08:0D AM Volume: 973 PM Peak Hour: Time: 12:00 PM Ve4ume: 0 PM Peak Hour, Time, 04:30 PM Volume: 910 AM Peak Hour: PM Peak Hour: NORTHBOUND AND SOUTHBOUND Time: K-factor: D-factor: Time: l' -factor: D4factac 08:00 AM 9.6% 100.0% SB 04:30 PM 9.0% 100.0% SB Volume: 973 PHF. 0.95 Volume: 910 PHF: 0.80 NE 2nd Avenue blwn NE 13st & 12st.xls • • • DAVID PLUMMER &ASSOCIATES, INC Project Name: Opus Location: Observer: 24-HOUR COUNTS NE14st between Biscayne and Bayshore Traffic Survey Specialists, inc. BEGIN TIME EASTBOUND I 1st 114 2nd 1/4 3rd 1/4 4th 1/41 TOTAL 12:oa AM 25 20 11 — 19 66 01:09 AM 11 13 5 21 50 92:00 AM 4 14 7 14 39 93.00 AM 10 13 15 7 45 04:00 AM 16 11 17 12 56 0500 AM 23 27 42 51 143 06,90 AM 44 33 50 53 180 07,00 AM 59 64 61 70 254 08100 AM 65 77 96 82 320 09:00 AM 100 79 91 67 337 10,00 AM 64 50 73 46 233 11:90 AM 49 48 61 61 219 12,00 PM 62 63 61 51 237 01.00 PM 61 58 72 63 254 02.00 PM 52 57 71 58 238 03:00 PM 64 48 67 79 258 04:00 PM 52 58 67 57 234 05:09 PM 77 71 79 78 305 05:00 PM 83 69 77 66 295 07:00 PM 42 62 55 39 198 08:09 PM 29 31 32 28 120 09:00 PM 29 20 29 48 126 10:00 PM 27 46 31 35 - 139 11:09 PM 24 15 20 14 73 124-HOUR TOTAL 4,419 AM Peak Haar: PM Peak Hour: EASTBOUND Project No.: Count Date: BEGIN TIME i--J WESTBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12700 AM 13 14 7 13 47 01.00AM 12 13 7 13 45 02:00 AM 7 9 6 7 29 03.00AM 10 20 7 18 55 04.00 AM 13 5 13 3 34 05.00 AM 13 7 21 14 55 06.00 AM 24 22 34 29 109 07:00 AM 54 51 57 56 218 08:00 AM 69 73 85 66 293 09.00 AM 93 68 61 55 277 10:00 AM 55 44 41 49 189 11:00 AM 39 46 48 33 166 12:00 PM 45 52 62 43 202 01100 PM 73 56 61 63 253 02:00 PM : 46 57 68 37 208 03:00 PM 69 65 56 55 245 04:00 PM 68 62 53 68 251 05:00 PM 80 80 56 56 272 05:00 PM 61 62 72 59 254 07:00 PM 41 35 36 31 143 08:00 PM 36 19 34 44 133 09:00 PM 21 18 19 29 87 10:OO PM 32 19 22 13 86 r 11.00 PM 25 15 20 23 83 24-HOUR TOTAL j 3,734 DAILY TRAFFIC COUNT SUMMARY T se. 98:30 AM Volume, 357 Time: 05'15 PM Volume: 311 AM Peak Hour: PM Peak Hour: 04124 3/9/2004 TWO-WAY TOTAL 113 95 68 100 90 198 289 472 613 614 422 385 439 507 446 503 485 577 549 341 253 213 225 156 8,153 AM Peak Hour: Time: 08:15 AM Vo€ume: 317 PM Peak Hoer: Time: 04:45 PM Volume: 284 EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor: 13-factor. 08:15 AM 8.2% 52.8% EB 05:00 PM 7.1 52.9% EB Volume: 672 PHF: 0.87 Volume: 577 PHF: 0.92 NE 14st town Biscayne & Bayshore.xls • • • €TAVIL] PLUMMER $ ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS Opus MUSP Traffic Study Project Number: Count Date: Day of Week: Tuesday 04124 NE 2 Avenue and NE 12 Street 3/9/2004 Traffic Survey Specialists, Inc. NE 2 Avenue "I NE 12 Street TIME INTERVAL • - ' : • UN SOUTHB N : • II D : • N i GRAND TOTAL L T. Fi TOTAL L T- R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 04:15 PM 0 0 0 0 0 81 136 217 0 0 0 0 1 124 0 125 342 04:15 PM 04:30 PM 0 0 0 0 0 62 116 178 0 0 0 0 0 125 0 125 303 04:30 PM 04:45 PM 0 0 0 0 0 68 212 280 0 0 0 0 0 95 1 96 376 04:45 PM 05:00 PM 0 0 0 0 0 91 145 236 0 0 0 0 1 154 0 155 391 05:00 PM 05:15 PM 0 0 0 0 0 88 139 227 0 0 0 0 0 158 0 158 385 05:15 PM 05:30 PM 0 0 0 0 0 78 112 190 0 0 0 0 0 154 0 154 344 0530 PM 05:45 PM 0 0 0 0 0 90 78 168 0 0 0 0 2 132 0 134 302 05:45 PM 06:00 PM 0 0 0 0 0 64 77 141 0 0 0 0 1 126 0 127 268 PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY PEAK SEASON TRAFFIC CONDITIONS NE 2 Avenue TIME INTERVAL N NORTHBOUND SOUTHBOUND :• • :• r GRAND TOTAL L T R TOTAL L T R TOTAL •• 04:00 PM 06:00 PM 0 0 0 0 0 308 502 810 0 0 0 0 2 529 0 532 1,342 PEAK HOUR FACTOR NIA 0.73 N/A 0.85 0.96 Note: 2002 FOOT Peak Season Conversion Factor = 0.99 2 ave_12 st.xls • • • OAVIL) PLUMMEH E ASSOCIATES, Project Location: Observer: INiC- Name: TURNING MOVEMENT COUNTS Opus MUSP Traffic Study Project Number: Count Date: Day of Week: Tuesday 04124 Biscayne Blvd and NE 14 Street 3/9/2004 Traffic Survey Specialists, Inc. Bisca ne Blvd NE 14 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUNI GRAND TOTAL �„�i���i�'1j���� i��"ii�' .TOTAL __ • [skf 04:00 PM 04:15 PM • • 1 ' . 762 0415PM 0430PM 104:30 PM 04:45 PM 1• • 1 : •732 NNHHN 04:45 PM 05:00 PM794 05:00 PM 05:15 PM 13 366 36 415 7 258 271 75 05:15 PM 05:30 PM: 322UflNHNNIIHM 0530 PM 05:45 PM •• 27405:45 PM O6:00 PM .• 292 PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY PEAK SEASON TRAFFIC CONDITIONS Biscayne Blvd NE 14 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND L T R TOTAL L T R TOTA L T R TOTAL L T R TOTAL TOTAL 04:00 PM 06:00 PM 73 1591 132 1,796 29 994 28 1,051 32 75 31 138 117 87 39 i 243 3,227 PEAK HOUR FACTOR 0.89 0.82 0.76 0.81 0.93 Note: 2002 FDOT Peak Season Conversion Factor - 0.99 biscayne,_,14 st.xis • • • CAVED PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS Opus MUSP Traffic Study Project Number: Count Date: Day of Week: Tuesday 04124 Biscayne Blvd and NE 13 Street 3/9/2004 Traffic Survey Specialists, Inc. Bisca ne Blvd NE 13 Street IM INTERVAL NOR' (BOUND SOU - ROUN. -A _ B• ND WESTBOUND GRAND TOTAL • AL • L T` R TOTAL 04.00 PM 04.15 PM 54 425 0 479 0 249 14 263 0 0 0 0 105 64 25 194 936 04:15 PM 04:30 PM 46 419 0 465 0 276 10 286 0 0 0 0 86 31 41 158 909 04:30 PM 1 04:45 PM 42 405 0 447 0 226 12 238 0 0 0 0 100 54 38 192 877 04:45 PM 05:00 PM 31 392 0 423 0 306 14 320 0 0 0 0 110 34 29 173 916 0500 PM 05:15 PM 37 421 0 458 0 300 30 330 0 0 0 0 134 53 18 205 993 0515 PM 05:30 PM 54 451 0 505 0 344 11 355 0 0 0 0 161 49 28 238 1,098 05:30 PM 05:45 PM 38 476 0 514 0 289 17 306 0 0 0 0 139 52 30 221 1,041 05:45 PM 06:00 PM 31 447 0 478 0 314 14 0 0 0 0 126 44 18 188 994 _ ___328 PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY PEAK SEASON TRAFFIC CONDITIONS Biscayne Blvd NE 13 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL TOTAL 04:00 PM 06:00 PM 167 1701 0 1,867 0 1140 61 1,201 0 0 0 0 476 191 112 779 3,847 PEAK HOUR FACTOR( 0.92 0.85 NIA 0.83 0.94 Note; 2002 FDOT Peak Season Conversion Factor = * Movements to NE 13 Street were obtained 0.99 taken prior to the road closure during construction. from counts biscayne__13 st.xls • • • DAVID PLUMMER $ ASSOCIATES, Project Name: Location: Observer: INC, TURNING MOVEMENT COUNTS Opus MUSP Traffic Study Project Number: Count Date: Day of Week: Tuesday 04124 Biscayne Blvd and NE 12 Street 3/9/2004 Traffic Survey Specialists, Inc. Bisca ne Blvd NE 12 Street c • SOUTHBOUND — EASTBOUND --_ WESTBOUND GRAND TOTAL 1111MiffiiitiM4a3I— iiMisSIMMINUMEMMEMMinaiii ' ...A 04:00 PM 04:15 PM 425 0 427 0 267 87 354 0 0 0 0 0 0 0 0 781 04:15 PM 04:30 PM 419 0 422 0 258 104 362 0 0 0 0 0 0 0 0 784 04:30 PM 04:45 PM 405 0 406 0 237 89 326 0 0 0 0 0 0 0 0 732 04:45 PM 05:00 PM 392 0 393 —4-23 0 284 132 416 0 0 0 0 0 0 0 0 809 05:00 PM 05:15 PM 2 421 0 0 292 142 434 0 0 0 0 0 0 0 0 857 05:15 PM 05:30 PM 0 451 0 451 0 385 120 505 0 0 0 0 0 0 0 0 956 05:30 PM 05:45 PM 1 476 0 477 0 314 114 428 0 0 0 0 0 0 0 0 905 05:45 PM 06:00 PM 1 447 0 448 0 342 98 440 0 0 0 0 0 0 0 0 888 PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY PEAK SEASON TRAFFIC CONDITIONS Biscayne Blvd_ NE 12 Street TIME INTERVAL NORTHBOUND _ _ v SOUTHBOUND _ EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM 06:00 PM 5 1701 0 1,706 0 1178 439 1,616 0 0 0 0 0 0 0 0 3,322 PEAK HOUR FACTOR 0.90 0.81 N/A N/A 0.94 Note: 2002 FOOT Peak Season Conversion Factor = ' NB/SB thru vas from tmc at this intersection were determined low. 0.99 counts from intersection directly north (NE 13 ST) were used to adust. No driveways between. Therefore, biscayne_12 stxls UAVID f'LUMMER 8 ASSOCIATES, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS Opus MUSP Traffic Study Project Number: Count Date: Day of Week: Tuesday 04124 Bayshore Drive and NE 14 Street 3/9/2004 Traffic Survey Specialists, Inc. Ba shore Drive NE 14 Street INTERVAL EASTBOUND WESTBOUND 1IGND TOTAL A 04:00 PM 04:15 PM 11 48 0 59 4 60 39 103 20 13 12 45 3 12 0 15 222 04: t 5 PM 04:30 PM 8 48 2 58 4 37 32 73 24 13 14 51 6 19 5 30 212 04:3© PM 04:45 PM 12 51 1 64 0 48 31 79 26 16 18 60 4 5 5 14 217 04:45 PM 05:00 PM 10 53 0 63 1 38 46 85 31 9 13 53 5 8 1 14 215 05:00 PM 05:15 PM 24 73 0 97 1 59 32 92 39 13 19 71 6 16 2 24 284 0515 PM 05:30 PM 24 46 2 72 1 62 42 105 29 15 14 58 4 10 1 15 250 05:30PM 05:45PM 9 54 0 63 2 47 28 77 42 18 17 77 3 11 1 15 232 05:45 PM 06:00 PM 10 57 0 67 2 49 33 84 39 12 17 68 5 13 5 23 242 PM PEAK PERIOD HOtJR TURNING MOVEMENT COUNT SUMMARY PEAK SEASON TRAFFIC CONDITIONS Sayshore Drive NE 14 Street TIME INTERVAL NORTHBOUND 1 SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L � T R TOTAL L T R TOTAL _ L T R TOTAL 0400 'M 06:00 PM 53 213 2 269 j7 198 1 140 346 124 54 61 239 18 ..,,.. 47 10Ilj 74 928 PEAKHOUA FACTOR 0.70 1 0.83 0.78 11 0.63 0.89 Note: 2002 FOOT Peak Season Conversion Factor = 0,99 • • • DAV€E) PLUMMER & ASSOCIATES, Project Location: Observer: iNC. Name: TURNING MOVEMENT COUNTS Opus MUSP Traffic Study Project Number: Count Date: Day of Week: Tuesday 04124 Bayshore Drive and NE 13 Street 3/9/2004 Traffic Survey Specialists, Inc. `..'" Bayshore Drive NE 13 Street TIME INTERVAL N ND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL TOTAL T A TOTAL T TR 'ROTC L f a AL L • 04:00 PM 04:15 PM 0 0 0 0 0 50 28 78 0 0 0 1 2 _ 105 _ 60 167 245 04:15 PM 04:30 PM 0 0 0 0 0 45 18 63 0 0 0 0 4 126 59 189 252 04:30 PM 04:45 PM 0 0 0 0 0 45 23 68 0 0 0 0 0 109 54 163 231 04:45 PM 05:00 PM 0 0 0 0 - 0 37 20 57 0 0 0 0 1 111 64 176 233 05:00 PM 05:15 PM 0 0 0 0 0 64 38 102 0 0 0 1 1 124 75 200 302 05:15 PM 05:30 PM 0 0 0 0 0 53 40 93 0 0 0 0 3 130 63 196 289 05:30 PM 05:45 PM 0 0 0 0 0 47 43 90 0 0 0 f 2 137 52 191 281 05:45 PM 06:00 PM 0 0 0 0 0 48 37 85 0 0 0 0 2 111 64 177 262 PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT PEAK SEASON TRAFFIC CONDITIONS SUMMARY Bayshore Drive NE 13 Street TIME INTERVAL NORTHBOUND SOUTHBOIJND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R _ TOTAL 04:00 PM 06:00 PM 0 0 0 0 0 193 122 315 0 _ 0 0 0 7 472 243 722 1,037 PEAK HOUR FACTOR N/A 0.78 N/A 0.91 0.94 Note: 2002 FDOT Peak Season Conversion Factor = 0.99 bayshore_13 st.xis • Signal Timings • • • • • PATTERN SCHEDULE FOR 2362 DS 1 & NE 13 ST TIME PT OFF NSG G Y R WP Y R NL Y MIN: 45 12 7 Enter command )CAPITAL LETTERS, MM = Main Menu) 15 21 40 49 1 4 1 20 4 1 7 3 115 23 0 45 1 4 1 12 4 1 7 3 500 19 0 50 1 4 1 12 4 1 7 3 545 1 40 49 1 4 1 20 4 1 7 3 615 2 46 49 1 4 1 20 4 1 7 3 745 12 62 49 1 4 1 20 4 1 845 16 53 67 1 4 1 19 4 1 1200 17 12 70 1 4 1 19 4 1 7 1345 10 12 70 1 4 1 19 4 1 7 1545 9 107 74 1 4 1 19 4 1 8 1630 18 107 74 1 4 1 19 4 1 8 1800 3 34 49 1 4 1 20 4 1 7 1900 1 40 49 1 4 1 20 4 1 7 2130 11 40 49 1 4 1 20 4 1 7 ENTER THE DAY #, CONTROLLER # (/ 7 3 10 3 3 3 3 3 3 3 3 STOP} PATTERN SCHEDULE FOR 2367 US 1 & NE 14 ST TIME PT OFF NSW F Y R EWW F G Y MIN: 14 6 12 1 0 11 30 55 6 4 1 7 12 1 4 15 21 30 55 6 4 1 7 12 1 4 115 23 0 24 6 4 1 7 12 1 4 500 19 0 24 6 4 1 7 12 1 4 545 1 30 55 6 4 1 7 12 1 4 615 2 27 50 6 4 1 7 12 6 4 745 12 36 50 6 4 1 7 12 6 4 845 16 5 65 6 4 1 7 12 11 4 1200 17 6 65 6 4 1 7 12 11 4 1345 10 6 65 6 4 1 7 12 11 4 1545 9 7 65 6 4 1 7 12 16 4 1630 18 7 65 6 4 1 7 12 16 4 1800 3 28 55 6 4 1 7 12 1 4 1900 1 30 55 6 4 1 7 12 1 4 2130 11 30 55 6 4 1 7 12 1 4 ENTER THE DAY #, CONTROLLER # (/ = STOP) PATTERN SCHEDULE FOR 2361 N BAYSHORE TIME PT OFF SW F Y WW F G Y MIN: 8 10 19 2 0 5 0 8 10 4 7 19 2 4 530 4 21 20 10 4 7 19 18 4 700 1 21 24 10 4 7 19 12 4 900 4 21 20 10 4 7 19 18 4 1100 2 23 24 10 4 7 19 12 4 1400 4 21 20 10 4 7 19 18 4 1600 3 24 20 10 4 7 19 16 4 1900 4 21 20 10 4 7 19 18 4 2200 6 21 20 10 4 7 19 18 4 ENTER THE DAY #, CONTROLLER # (/ = STOP) FOR DAY # 4 ( SECTION 3) S Y M CYC 6 90NITE M2 6 78LATE NIG 6 83DAWN M2 90AVG M2 0 90PRE AM M 90AM PEAK 11OMID MORN 110NOON M2 11OAFT M1 0 115PRE PM P 115PM PEAK 90POST PM 90AVG M2 0 90EARLY NI FOR DAY # 4 (SECTION 3) 5 Y M CYC 90EARLY NI 90NITE M2 7 59LATE NIG 7 59DAWN M2 90AVG M2 0 90PRE AM M 90AM PEAK 110MTD MORN 110NOON M2 11OAFT M1 0 115PRE PM P 115 PM PEAK 90POST PM 90AVG M2 0 90EARLY NI & NE 13 ST FOR DAY # 4 (SECTION 161) S Y M CYC 6 54NIGHT 2/ 7 82AVG 0/3 80AM PEAK 7 82AVG 0/3 80MID-DAY 7 82AVG 0/3 80PM PEAK 7 82AVG 0/3 7 82AVG 0/3 • • • PATTERN SCHEDULE FOR 2366 N DAYSHORE TIME PT OFF NSW F Y R E,1W F G Y MIN: 14 9 11 1 5 0 5 0 29 9 4 1 7 11 1 4 1 10 3 530 4 20 29 9 4 1 7 11 11 4 1 10 3 700 1 20 29 9 4 1 7 11 11 4 1 10 3 900 4 20 29 9 4 1 7 11 11 4 1 10 3 1100 2 21 29 9 4 1 7 11 11 4 1 10 3 115 23 0 24 6 4 1 7 12 1 4 1600 3 23 29 9 4 1 7 11 11 4 1 10 3 1900 4 20 29 9 4 1 7 11 11 4 1 10 3 2200 6 20 29 9 4 1 7 11 1 4 1 10 3 ENTER THE DAY #, CONTROLLER # (/ = STOP) PATTERN SCHEDULE FOR 3685 NE 2 AVE & 12 ST TIME PT OFF SW F Y R Y E w F Y R MIN: 5 9 7 10 0 23 5 8 9 4 2 4 18 10 4 1 600 13 20 15 9 4 2 4 11 10 4 1 630 7 9 8 9 4 2 4 18 10 4 1 730 8 54 30 9 4 2 4 26 10 4 1 930 9 48 34 9 4 2 4 22 10 4 1 1545 11 64 47 9 4 2 4 19 10 4 1 1800 12 40 48 9 4 2 4 8 10 4 1 1900 13 20 15 9 4 2 4 11 10 4 1 2300 23 5 8 9 4 2 4 18 10 4 1 ENTER THE DAY #, CONTRGLLER # (/ = STOP) & NE 14 ST FOR DAY # 4 (SECTION 161) R NSL Y S Y M CYC 6 80NIGHT 2/ 7 90AVG 0/3 7 90AM PEAK 7 90AVG 0/3 7 90MID-DAY 7 59LATE NIG 7 9OPM PEAK 7 90AVG 0/3 6 80AVG 0/3 FOR DAY # 4 (SECTION 26) S Y M CYC 6ONIGHT 15 60NITE & W 60PRE Am 1 90AM PEAK 90MID-DAY 100PM PEAK 90POST PM 60NITE & W 60NIGHT 15 • • • Appendix c FDOT's Quality/LOS Handbook Generalized Tables & Downtown Miami DRI Increment II Transit Ridership TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided 1 Undivided 2 Divided 3 Divided Level of Service A B C D 100 340 670 950 1,060 1.720 2.500 3,230 1,600 2,590 3,740 4,840 E 1,300 3,670 5.500 STATE TWO-WAY ARTERIALS Class I (>0,00 to 1,99 signalized intersections per mite) Level of Service Lanes Divided A B C. 1 Undivided ** 220 720 2 Divided 250 1,530 1.810 3 Divided 380 2,330 2,720 4 Divided 490 3.030 3,460 D 860 1,860 2,790 3,540 Class .II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D Undivided 2 Divided 3 Divided 4 Divided ** ** ** 100 220 340 440 590 1,360 2,1I0 2.790 810 1,710 2,570 3330 E 890 *** *** *** Ii 850 1,800 2,710 3,500 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 1 Undivided 2 Divided 3 Divided 4 Divided Level of Service C D E 280 660 810 650 1,510 1,720 1,020 2,330 2,580 1,350 3,070 3,330 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 I Undivided 2 Divided 3 Divided 4 Divided A ** ** ** Level of Service 13 C D ** ** ** 270 720 650 1,580 1.000 2,390 1,350 3,130 E 780 1,660 2,490 3,250 Lanes Divided 1 Undivided 2 Divided 3 Divided Lanes Divided 1 Undivided 2 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service B C D A ** ** ** ** ** ** 480 760 1,120 1,620 1,740 2,450 Other Signalized Roadways (signalized intersection analysis) Level of Service C D 250 530 580 1,140 A ** 13 ** E 810 1.720 2,580 E 660 1.320 FREEWAYS Interchange spacing 2 mi.apart Level of Sery Lanes A B C 2 1,270 2,110 3 1,970 3,260 4 5 6 2,660 3,360 4,050 4,410 5,560 6,710 Interchange spacing < 2 tni. apart Lanes 2 3 4 5 6 A 1,130 1,780 2,340 3,080 3,730 ce D 2,940 3,580 4,550 5,530 6,150 7.480 7,760 9,440 9,360 11,390 Level of Service B C D 1,840 2,890 3.940 4,990 6,040 2.660 4,180 5,700 7,220 8,740 3,440 5,410 7,380 9,340 11,310 E 3.980 6.150 8,320 10,480 12,650 E 3.910 6,150 8,380 10,620 12,850 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Bicycle Lane Coverage 0-49% 50-84% 85- 100% A ** 160 130 380 Level of Service 13 C 170 210 >380 D 720 >210 1 >720 *** *** 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 the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Sidewalk Coverage 0-49% 50-84% 85-100% Sidewalk Coverage 0-84% 85-100% ** A 13 ** ** ** ** 120 Level ofService C D ** ** 590 330 520 >590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A B C ** >5 >4 >6 >4 >3 D >3 >2 E 810 990 *** Source: http:/ Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 wvr 11.mytlorida,comrplanning'systems/srnllosidefault.htm 02:22/02 Lanes 1 1 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED.UND1V1DED (alter corresponding volumes by the indicated percent) Median Divided Undivided Undivided Undivided Left Turns lanes Adjustment Factors Yes 4.5% No -20% Yes -5% No -25% ONE WAY FACILITIES Increase corresponding volume 20°sl *This table does not constitute a standard and should he used only for general planning applicariuns_ The computer models from which this table is derived should be used for more specific planning applicarions. The table and deriving computer models should not he used for corridor or intersection design, where more refined techniques exist. Values shown are hourly directional volumes for levels of service and are for the autornohile'truck modes unless specifically suited Level of service letter grade thresholds are probably not comparable across modes and, there/ate, cross mad -comparisons should be made with cannon. Furthetrnore, combining levels of S0105ee of different modes into one overall roadway level of service is not recommended. To cor•vtn Ill annual average daily tragivolumes, these. volumes must be divided by apnrepriate t1 and K f.tctors. The table's input value defaults and level of service criteria appear or, the following page. Calculation are based on planning appiicarions of the Highway Capdcity Msnuei, Bicycle LOS Model, Pedestrian LOS Model and Tran,cit Capacity and Qualify of Service Manua]. respectively for the aatomobiie.'rruck, bicycle, pedestrian and bus nodes. "Cannon be ac'5 ieved using table input value defaults. ***Not apptieahle for t5af level of servuce letter grade_ For automohile_lreck modes, volumes greater than level of service B become F because intersection capacities have been reached. Fur bicycle and pedestrian modes, the level of service lever grade (including F) is not achievable, because there is ze maximum vehicle volume threshold using table input value defaults. 97 • • • LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OF SERVICE 0] PERSON TRIP LEVEL OF SERVICE A B C D 1 E A B C D E CLASS 4 ARTERIAL 1LU 0 0 270 720 780 0 0 0.35 0.92 1.00 2LD 0 0 650 1580 1660 0 0 0.39 0.95 1.00 3LD 0 0 1000 2390 2490 0 0 0.40 0.96 1.00 4LD 0 0 1350 3130 3250 0 0 0.42 0.96 1.00 Source; FDOT's 2002 Qualfly/Level of Service Handbook NOTES: [1] THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FDOT'S 2002 LEVEL OF SERVICE BY THE LOS E FOR EACH TYPE OF ROADWAY. • • • Page 1011 23-Mar 04 ROADWAY FROM BISCAYNE BLVD NE 64 STREET NE 45 STRET NE 46 STREET E-195 4-195 NE 36 STREET NE 36 STREET NE 29 STREET NE 29 STREET NE 20 STREET NE 20 STREET NE 19 STREET NE 19 STREET NE 15 STREET NE 15 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1-395 -395 NE 6 STREET NE 6 STREET NE 3 STREET NE 3 STREET NE I STREET NE 1 STREET SE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE4 STREET 2 AVENUEIFIRICKELL AVENUE NE 20 STREET NE 19 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 4 395 1.395 NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET FLAGLER STREET FLAGLER STREET SE 1 STREET SE 1 STREET SE 2 STREET SE 2 STREET SE 4 STREET SE 4 STREET SE 8 STREET SE 8 STREET SW 13 STREET SW 15 ROAD NB SB NB S13 N6 SB NB 56 N}) 56 NB Se NB S13 NB SB NB SO NB SR NU SU NB SO NR SB NB SB NB SB NB N9 Sig NB SB NB SE SB 56 56 5B SB 59 SB NB SR SW 13 STREET NB SB NB 5B RICXENBACKER CSWY NB SD SW 15 ROAD TABLE 21 A7 DOWNTOWN MIAMI OR UPDATE PERSON -TRIP VOLUME AND CAPACITY EXISTING CONDITIONS MATRIX ROA7IWAY MODE MASS TRANSIT MODE 111 123 1 [31 €41 1I71 1 181 (a} Ila} till I121 T131 [IC [] MIAMI ,PERS-TRIP', PERS-TRIP TED AOOP- ROADWAY; CAPACITY ROADWAY VOLUME ,ORRIDDaVEHICULAR 8PPVs VEHICUL goPPV+ TYPECAPACITY 16 VOLUME 14 E F. E E E E E E E E E E 6 E E E LS LS LS LS t5 LS 145 HS H5 HS HS HS HS 4H5 HS H5 lS HS H5 5+20 1 HS E.20 E.-20 E.20 E+20 E.20 E,20 E E E E E E E HS HS HS HS HS 345 HS HS HS LS 1 810 1.6i 1 810 1.910 61u; 1610 1 810 7 810 1,750 1,75o 1,750 1,750 1 750 1,750 1,750 1,750 2,560 2.560 2,5601 2560' 3.140 2,56E 3,140 3,1401 3.140 3140: 3,140 3,140 3,140 3,140 2,040! 2.696 2,893 2896 7 696 7,866 2,696 2,896I 2,896 2,600' 2$00 2.500 2.500 2.800 2.805 2,6001 2800 4096{ 4,096 4,096 4,096 5,024 40961 5,024 5.024 5.024 5.024 5.0241 5.0247 5,024 6.324 3264 1021 1,429 1,850 2.590 1,431 2.003 2,046 2.854 1,334 1.868 1 589`. 2,225 1334=1 11166 45891 2,22'8 i 915 2.681 A90 1.605 970 1,756 1,2521 1,674 919 1,674 919 1,731, 1697 1.4321 1.506 1.696 746 1.696 746 1,847 861 1,647 861 1807 1,515 2.584 731 1.615 2.584 512 717 1,515. 2,584 731 1.023 1.615� 2.584 512, 717 1, 615 1 2.584 731 '. 1.023 1,615 2.584. 512' '717 3070 4,9121 1,127 1,578 3,070 3070 3070 3.070 3.070 3,770 1,700 2,560 1,700 1,700 1,700 700 1.700 1.700 4,912 4,912 4,912 4.912 4,912 671 571j PERSON - EXCESS ROADWAY PER TRIP i'ERS-TRIP? PERS-TR4P' TRANSIT PERSON -TRIP : BUS MOVER I RAIL i TOTALRVOLUME TRANSIT PERL S--TERRA sEt$ERSONT SERSONT 'II PERN-T#IP PENT I RSOTRIP 1 N 133 CAPACITY WC TRIPT. LOS CAPACITY C LOM) CAPACITY IPERS-TRIP METRO-1 CAPACITY BUS 1 MOVER METRO- I1 VOLIJM_E CAPACITY" CAPACITY I VOLUME E EXCESS I - TRIP 1 4671 920 I ..,.. %92U 169I:...- .._:�,:. 169 76t :1 Pt8 2,2 8 0439 C CAPACITY Y1C LOS 649 C 1598[ 306C 0.69 D 7207 920 243] 24;4 677 3.816 2.833! 983 0.742 D _I 893 069 D I 9701 920 169 169 75t� 3.816 2.172 1.644 0.569! C 37 0.99 E 920? ' 920 243 24;31 877 38161 3,757 709 0814 13 1,028' 0.65 C 9201 920 339 339',.: 561 389151 2.207 1.609I 0578 C 671 077 i 0 920' 7 920 248 748_ 677 3,6101 2.473 1343� 0448 C 7,076 ❑s5 i C 1.a72 1472 523" 5231 949 43681 23917 1,9771I 0.547€ C 6'71 0 77 D 2,252 2252 416€ l 416 1835 5 448 2641 2,507' 0.513' C 1 139' 095 7 E 147R = 1472? 070' 523 9491 4,272 3,204 1,068 0750 D T246 15541 545 D , 2,2521 2'252 416 416 1,036- 5552 1,662 3,390 0379 C 2,247 563, 0 80 D 1,472' 1.472 � 523 523 949' 4,2.72 2,770 1,502 0 648 C1 1358 1.442 0.49 - €1 2,252; 2.252 4161 4107 '1,636 5052 1,7'74 3,`278 03E14 i) 2463 337 0P8 E 1,469' 960 2,479 442i 44` 485 1,943 6.229 2.949 2,280 0.564 0 1 7$3 1947 0.63 0 I 2.249 960 3,704, 383 53' 4361 2773 6009 2,369 3820 0.364 1 D 2,344 45G, 006 'i E 162U 960 1,98H 1, G7H€ 44 722'' 12661 4.788 3066, 1722_ 0640I D 1,287 1,513110.46 0 1808 960 2 55i 485i 53 5:3E 2230. 5.565 1875 3.743 0328 D 2,344 1,'752= 057 3) 1706- 9501 2,666 -l52� 44 796 i9704 6,782 3140? 3,522 0464 D i 787 7,fl09 031 D 2,4 ft5� 950 3446I 506 53 559 2.8871 7.542 3.64G S.fi96 0.245' C 2,423 1,673 0.59 I] i 3,705 950 266E 748 44 792 7.074 6,762 3.215 3,SA7 0475, D 2,37 Fi 172U 058 . U 7_,4U6 960 3,44E 498i 53 551 2,695 7,542 2,9`27 4615 0.388�[ D 7055 3,01:1 040 0 206E il647 3,44E )f/. 61 428 3.U18 8470 7433 6,037 0287 C 2,108 1,988- 053 0 Y'70fl 960 I; 2.66E 996�: 53 451 2.2153 6,767 2,559 4,203 0378 D 2,374 '2,650 047 D 1,70E 9603 2968 6171 91 758 1695: 7,690 3,1423 4,548 0499 U 11344 3380' 021 C 2,48E 960 344E 469 70 559 7807 8,4707 1,603 6,857 01897 C 2,374 2.650 0.47 . D ? 2,4861 1,440 3,92E 6571 83 740 3,166 8950 3,114 5836 0348? 0 1044 3,960 0-21 C I 2,22E 1,440 366E 394� 55'� 400 3,21E 8.5901 1,494 7.196i 0.172 C 258G 2.438 051 it D 3,434 1,440 4.31741 1.106; 74. 1.390 3,694 9.8981 3,78E 6,132 0380 D 7.205 3,819', U.L4 C 306 14407 i.7461 51 RO 141 1,605 6,770 1345. 5.424 0199I C 2,505 2,436i 0.3! D 760 1,44u �r 222a1 187 196 203 1,927 7,244 7,879t 4,365 0.397 D 7,245', 3,839: 0.24 C I 1440- 1 1,440' 73 73 1.067 6,464 1,2781 5.1860.198C 2530 7341 b78 D 2,850 2,8UUI 2031203'. 2,677 6,164! 7,733i 3411 0445" D 1,023 1,5631 040 p 713 '113. 195i 196 515 3,297I 1,221 2,076 0.370i D 1 867 5 2R 0 [ 713' 713 119 119 � 594 3,297 } 836 2 461 4 254 C 1,563 0.40 0 ' 460 480 227 22 45R 9.964" 1,045 2019 ❑341I U 1.867 02B ! C 5181 480 898 84, 76' 110, 886 3.582' tl274 2,705 b.231: C 1,561 040 i ❑ 480. 4U4 i 22i 22' 458 : 3,064 i,U45': 2,019 0341 D 1,857 i 0.28 C 3 070 460 1550' 308' 26 1 ;i34 1.2T63 a 454 i 6S1 � 3p63 0.254 C 3,334, 032 0 I,070t 960' 2.03Ui 284 190 384 1,645' 6,942 1,962 4,980 02831 C 939 31703 0.19 939 3,973 671 939 671 671 939 839 6,032 671. 939 2.724{ 1,1971.67E 4,095' 1,340 1.976 2,720 7 796 1.114 2,720 1,345, 1,883 2,720 603 844 2,720 1,476 2,065 27201 8101 1,134 7,770 1.364I 1,910 3973 C 019 I C 0-14 I C 3,973, 0.19 3.973 0-19 C C 5,093 0.16 ' C 1,044 i 0.62 2 220. 0 46 1 606 837 1,876 654 586 810 041 069 0.31 0.76 0 42 0 70 0 D D D D D D 0 1.070 1,330 552 1,31E 1.346 960 1,440 1,446 1,440 1,440 7030 2770 1.392 1.440 2,75E 2.8804226i 1.346 960 566 1.920 566 960 566 1,920 306 96(1 306 960 306 336, 1,4631 1,463, 1,4631 1,463I 264 234 88 351 370 151 2,305' 365' 154 2486 115 360 2,989 240 164 3,949, 119II 364 2,7291 156'I 8S 2,729':, 26 97 306; 135 Sufi { 22I___- 136, 714 114 151E 276 692 276 697 420 345 202 114 502 521 7.610 2,425 1,796 1,32E 2,264 3.705 529I 1.777 4754 2.011 660 2309 1,1712,778 517 2,212 8151 1,914 138 168 22 284 6,942 7,682 6,964 6.352! 7.869 10:258 5,026 6,582 5,709 6,669 5,449 5A49 3,526 3,026 1,359 5,583 1.284 6,398 1.141 5,763 1,053 1,441 1,460 6798 2,205 2,351 1.794 30547 1361' 2.881 1,7721 1.932I 0.196E C 0.167 0165 52991 0166 6,227: 0.188 C C e 01421 C 2,821 0.439 4231 1 0.357 3,915; 0314 3,6151 0.458 4,088( 0.250 2,568, 0.579 1,754 1).420 1,094 0638 D D D 0 D 0 1) SOURCE'. KEITH AND SCHNARS, P.A. N,TTRANPLANIPHOJECTS120011167161TABLESl12MATR1X_WK4 • • Page 4 of I ROADWAY FROM NW 1 AVENUE NW 20 STREET NW 17 STREET NW 14 STREET NW 9 STREET NW 5 STREET NE 20 STREET NEOAvENUE TO NW 17 STREET NW 14 STREET NW 9 STREET NW 5 STREET SW 1 STREET N. MIAMI AVENUE N. MIAMI AVENUE NW 3 AVENUE NW 3 AVENUE k-95 NE 15 STREETNENETIAN CSWY 835299dE 15LANO IIAYSHORE DRIVE BAYSHORE DRIVE BISCAYNE BLVD 6ESGAY1E BLVD N MIAMI AVENUE NE 14 STREET BAYSHI2RE DRIVE BISCAYNE BLVD BISCAYNE BLVD NE 7 AVENUE NE 1 AVENUE N MIAMI AVENUE N MEAM) AVENUE NW 2 AVENUE NW 2 AVENUE NW 3 AVENUE NW 3AVENUE 1-95 NE 11 STREET NW 3 AVENUE 1.95 NE 10 STREET NW 3 AVENUE 1.95 E 6 STREET)PORT BOULEVARD E. OE PORT HRIQGE BISCAYNE BLVD BISCAYNE BLVD NE 1 AVENUE NE 1 AVENUE N MIAMI AVENUE N MIAMI AVENUE NW 1 AVENUE NW I AVENUE NW 1 CT NW I GT NW AVENUE NW 2 AVENUE NW AVENUE SOURCE: KEITH AND SCHNAPS, P A TABLE 21.A7 DOWNTOWN MIAMI ORI UPDATE PERSON -TRIP VOLUME AND CAPACITY EXISTING CONDITIONS MATRIX [11 121 [31 [4] [sl [61 171 PiMIAMI PERS-TRIP PERS-TRIP EXCESS ROADWAY BUS ADOP- ` ROADWAY I CAPACITY; ROADWAY 1 VOLUME PERSON PERSON PER -TRIP TEO E.ORRIDOEVEHICULAI 4PPV= IVEHICULAf{I @PPV= TRIP TRP CAPACITY Dirt] L05 ' TYPE „CAPACITY 1 6 E VOLUM 1.4 CAPACITY jl WCT LOS LOAD 8001 1,2601 280 1,000 022 C 800 236 994 0 22 C L9 900 280 3,000 0.22 C 559 800 286 994 0.22 C 559 LS 800 280 1.000 022C 114 800 286 994 a 22 C 114 3,070 1.543 3.369 0.31 D NB 1 E SU! E NB! E 56 : E NB ! E SDI E NB E+20 NB 1 E+20 EB WB ER WB EH WB EB WB ER WB £R WB ER W6 EB V18 Es WR EB WR ER WB EB WR WR EH E E E E E E E E E E £ E L5 LS LS LS LS L5 LS LS LS LS IS E+20 ! LS E+20 2,040 800 600 1,615 1,615 1,700 1,700 640 1140 840 840 800 800 1,615 1,615 1,615 600 1,615 809 800 806 800 800 800 8,310 2,040 5 2,040 EB[ E WR E WB I E+20 HS WB WB WB W4,3 WB E+20 H5 E420 E+20 E+20 E+20 H5 HS LS LS 2,560 2.560 3,070 2,040 7.040 2,040 2,040 2,040 200 1.2501 204 1,250' 200 1,28,31 204 1.2801 200 1.290 204 4,912, 1,102 3 264 1 1.102 1,200I 600 1,2801 491 2.5541 600 2,564E 491 2720, 600 2.7201 491 4,364; 304 1,3441 322 1,344! 340 1,3441 34S 1,280 1 182 1280 255 2,584 2,584 2,584 1280 2,564 290 1 280 1,280 290 290 280 280 1.543 640 881 840 087 640 657 .721 440 593 1.744 1.897 1,590 2.033 047 ;1 066 0 054 0 033 0 0.27 031 025 426 916. 0.32 451 893 0.34 476 866: 0.35 463 861 i (f.36 255 1 025 0.20 357 923 0.28 212 297 2.287 105 147 2,437 160 224 7,360 174 244 1 036 160 224 2,360 474, 244 1,036 460 224 1,056 174 244 1 036 160 224 1,056 174 244 1,036 172 244 1039 196 774 1,00E 3,284! 180 3,264 4,096 4.096 4,912 3,264 3,264 3,264 3,264 3,764 252 1331 186 1.278 1. 1,783 544 832 614 860 6141 866 614 866 614 860 514 614 660 860 3,012 n 11 a.06 0.09 0 19 1309 0 19 0 18 0 19 0 18 0 19 0 19 0.21 C O C 0 0 0 b c 0 000 G 3,07B 006 C 2,307 0 44 O 32641 0.20 C 4,052i 018 G 2,404 2,404 2,404 2,404 2,404 0 26 C 0.26 C 026 C 0.2E C 0.26 C 195 195 195 195 195 195 45 45 546 270, 2.008 2,735 582 6A2 130 130 130 130 445 44S 114 114 Is] (10] MOVER ! RAIL PERS-TRIP; PER S-TRIP CAPACNY CAPACITY LOAD. LOAD_• 2.680I 888 2.850 510 2.8501 2884E 315 309 MASS TRANSIT MODE--- (11J [12] 1 ...._[13] TOTAL, TRANSIT TOTAL TRlu75R HSF PERSON TRIP VOLUME i TRANSIT PERS-TRIP, METRO METRO- . PERS CAPACITY 1 BUS ,,MOVER RAILVOLUME 559, 198 559,` 140 114' 56 114 i8 195 26 196 26 1415 .36 195. 75 195 416 195 2E 45 546 74 270 37 45 24 18 2,000 846 2,739 774 682 266 682 238 130 46 130 14 130 46 130 14 445 114 4451 142 114 16! 114 54' 78601 214 3,76111 1691 214 3.390. 141E 214 28801 214 3151 75'. 309' 132,? 198 140 58 18 36 28 36 28 36 28 24 1A 74 37 :; SEGMENT TOTAL-- 1141 1451 [161 ...., 1171 [16] .._.. TRANSIT j SEGMENT SEGMENT SEGMENT SEGMENT PERS-TRIP, PERSON PERSON PERS-TRIP PERSON Ik EXCESS I TRIP TRIP EXCESS TRIP CAPACITY. CAPACITY VOLUME CAPACITY VIC LDS 1.260 1,250 361 1.939 419 1.839 56 1334 961 1.394 4,912 159E 1671 1591 167' 459 1671 21 1.389 271 1199 472, 1.890 2111 1.614 1,260 1 4,280 846 1,162 774, 1,965 286! .396 2391 444 46 84 it! 145 45' 84 14' 116 114 331 142 303 16 54 214 403 355 214 75 132 4,592 5,323 3,266 1 962 2 '714 1 410 1410 1410 1,725 1,725 1,280 1,280 8 3,378 3,378 4096 4,096 2,56E 7,792 3,3654 7,032 3,0351 5,654 2,866 6,144 240' 3,579 177: 3,573 3,264 2801 286 479 4261 3381 3041 1,5431 15431 3721 1.475 076 1.475 715 2,779 B76 2,779 715 2.915 876 2,915 715 450 469 550 520 255 357 594 760 1.903 2,054 2.034 2,200 939 920 1.340 1,094 025 923 1,143 3449 421 4,402 510 2.756 487 1.450 270 2,444 258 4,152 270 Map 258. 1.152 338 1367 386 1339 7411 1,039 274! 1,006 2681 3,113 240'I 3,138 1,783 832 1.0'74 1.263 1,215 1,074 935 942 2,107 3,264 6,718 1.000 0.713 994 0.223 1.361 9.260 1,413 0.232 1,056 11242 1.090 6216 3.369 0.314 0.473 9. 594 0 463 0315 0 257 0 301 0. 745 0. 324 0 338 0.291 0. 322 919.9 0.279 0249 0.173 0.156 0. 246 11039 0 I83 0.191 6 163 Q198 G 224 0.188 02' 4 0 0'79 0A71 0 437 0203 0 138 5,769 0.180 5,433 0163 5,070 0.175 2644 0261 2,581 0.278 C C 0 0 C 0 0 0 D C 0 C I) 0 D 12 G 0 C C C C C C C N;1'1AANPLAMPROJECTS120011167161TABLES\I2MATHfX. WK4 • • Page 1 0i 1 2 3-Mar-04 ROADWAY FROM TO BISCAYNE BLVD NE 54 STREET NE 46 STREET 1-195 NE 36 STREET NE 29 STREET NE 20 STREET NE 19 STREET NE 15 STREET NE 14 STREET NE 13 STREET 1-395 NE 6 STREET NE 3 STREET NE 1 STREET SE 1 STREET SE 2 STREET NE 46 STRET 1-195 NE 36 STREET NE 29 STREET NE 20 STREET NE 19 STREET NE 15 STREET NE 14 STREET NE 13 STREET 1-395 NE 6 STREET NE 3 STREET NE 1 STREET SE 1 STREET SE 2 STREET SE 4 STREET NE 2 AVENUEIBRICKELL AVENUE NE 20 STREET NE 19 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1-395 1-395 NE 3 STREET NE 3 STREET NE 1 STREET NE I STREET FLAGLER STREET j MIAMI ADOP- TED DIR LOS NE SB NB SB NB SB NB SO NB S8 NB 58 NB 58 NB SO N8 SB NB SB NB SB NB SB NB SB NB SB NB SB NB NB SB N8 SB NB SB SE SB SO SE1 E E E E E E E E L- E.. E E E E E E E E E E E E E E E E E 1_ E E E+20 E E E E E E E+20 E+20 F420 E+20 FACILITY TYPE EXISTINGAM/ LANES=PM 4LD 4LD 4L0 4LD 4L0 4LD AM AM PM PM PM PM 4LD PM 4LD PM 6L0 PM 6LD 4L 31, 8L0 8LO 8LD STD 2LOW 4LU COUNT TABLE 211110 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS [1] EXISTING PERSON TRIP YR 2009 BKG PERSON TRIP DATE VOLUME VOLUME 07/ 18/ 1900 09/12/1900 08/29/1900 08/29/1900 05/01/1901 08103/ 1999 09/07/1900 04/13/1999 04/13/1999 PM 08/17/1999 AM 05/11/1999 PM 04/25(1901 PM 04/25/1901 PM PM AM PM 4LU PM 4LU 3L 3L 3L PM AM AM AM 3L AM 05/18,1999 05/18/1999 06/29/1999 07/06/1900 07/06/1900 07/06/1900 04/25/1901 04/25/1901 04/25/1901 04/25/1901 1,598 2,833 2,172 3.107 2,207 2,473 2,391 2,641 3,204 1,662 2, 770 1,774 2,949 2,189 3,066 1,825 3,140 1,646 3,215 2.927 2.433 2,559 3,142 1,603 3,114 1,494 3,766 1,346 2,879 1,278 2,733 1,221 836 1,045 827 1,045 1,051 1,962 1,359 1,284 1,141 1,683 2,984 2,288 3,273 2,325 2,605 2,519 2,782 3,356 1,741 2,935 1,880 3,107 2,306 3,249 1,934 3,327 1.956 3,406 3,101 2,578 2,711 3,291 1,679 3,261 1,565 3,990 1.426 3.050 1.354 2,896 1,286 881 1,101 871 1,101 1,107 2,055 1,423 1,345 1,195 [4] YR 2009 [ FUTURE ]5] [3] TOTAL 1 PERSON BKG COMMI- BKG I TRIP PERSON [6] INC4I PROD. TTED PERSON 'CAPACITY TFI P PERSON DEV. TRIP TOTAL VIC LOS TRIP 119 163 138 195 325 256 519 410 682 529 773 596 620 484 845 648 1.099 834 1,313 990 842 1,263 1,138 861 1,220 920 965 734 547 429 179 636 529 647 537 524 447 493 398 1,802 3,147 2,426 3,468 2,650 2,861 3,038 3,192 4,038 2,270 3,708 2,476 3,727 2,790 4,094 2,582 4,426 2,790 4,719 4,091 3,420 3,974 4,429 2,540 4,481 2,485 4,955 2,160 3,597 1,783 3,075 1,922 1,410 1,748 1,408 1,625 1,554 2,548 3,950 3,950 3,950 3,950 3,950 3,950 4,446 6,678 4,350 6,582 4,350 6,582 5,310 7,542 4,942 7,174 6,804 9.036 6.804 9,036 9,964 6.804 7,732 9,964 10,924 10.676 11,764 7,258 9,1'76 6,944 7,104 3,111 3,111 3,064 3,405 3,064 3,901 6,709 1,821 6,709 0.456 0.797 0614 0 878 0,671 0.724 0.683 0.478 0.928 0.345 0.852 0. 376 0.702 i 0-370 0.628 0.360 0.650 0.309 0.694 0.453 0.343 0.584 0.573 0.255 0.410 0.233 0.421 0298 0.392 0,257 0,433 0.618 0,453 0.570 0.414 0.530 0.398 0-360 0.271 438 1,783 1 7,917 ! 0.225 461 1,656 7,328 0.226 C 0 C 0 0 0 c E D E D 0 0 D 0 0 0 0 0 0 D D c 0 c 0 IT i3 c 0 0 17 0 D 0 D 0 G C C 56 93 70 116 180 156 240 208 300 260 292 254 315 273 240 208 412 358 749 651 457 760 495 429 532 462 390 338 292 254 91 360 312 397 345 345 299 267 197 244 244 YR 2009 ', FUTURE (5] TOTAL PERSON i TOTAL PERSON TRIP PERSON TRIP CAPACITY TRIP VOLUME TOTAL WC _ LOS 1,858 3,240 2,496 3,584 2,830 3,017 3,278 3,400 4,338 2,530 4,000 2,730 4,042 3,063 4,334 2,700 4,838 3,148 5,468 4,742 3,877 4,734 4,924 2,969 5,013 2,947 5,345 2,498 3,889 2,037 3,166 2,282 1,722 2,145 1,753 1,970 1,853 2,815 2,018 2,027 1,900 3,950 3,950 3,950 3,950 3,950 3,950 4,446 6,678 4,350 6,582 4,350 6,582 5,310 7,542 4,942 7,174 6,804 9,036 6.804 9,036 9,964 6,804 7,7a2 9,964 10,924 10,676 1 1,764 7,258 9,176 6,944 7,104 3,111 3,111 3,064 3,405 3,064 3,901 6,709 0.470 0.820 0.632 0-907 0.716 0.764 0.737 0.509 0.997 0.384 0 920 0,415 0.761 0.406 0.877 0.389 0.711 0.348 0-804 0.525 0.389 0.696 0.637 0.298 0.459 0.276 0.454 0.344 0.424 0.293 0.446 0.734 0.554 0.700 0.515 0.643 0.475 0.420 6,709 0.301 7,917 0.256 7,328 0.259 C 0 C 0 0 0 0 C E 0 F. D 0 0 E 0 0 0 D 0 0 0 0 0 0 c 0 0 0 0 0 D 0 D 0 0 0 0 0 c G PROD. AS PROD. A %OF TRIPS MAX GREATER} SERVICE THAN 5%111 VOLUME YES/NO 1.42 % 2.35% 1 77% 2.94% 4.56% 3.95% 5A0% 3,11% 6,90% 3 95% 6,71°% 3.86 % 5.93% 3-62 % 4.86 % 2.90% 6.06% 3.96% 11 01% 7.20% 4.59% 11,17% 6.40% 4.31 % 4.87 % 4.33% 3.32 % 4.66% 3,18% 3.66 % 1.28 % 11.57% 10.03 % 12,96 % 10.13% 11.26% 7.66% 3.98% 2.94 % 3.08 % 3.33% NO NO NO NO NO NO YES NO YES NO YES NO YES NO NO NO YES NO YES YES NO YES YES NO NO NO NO NO NO NO NO YES YES YES YES YES YES NO NO NO NO SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLANIPROJECTS120011167161TABLES112MATR]X.WK4 • • • Page 7 of 1 23-Mar-04 ROADWAY FROM NE 14 STREET BAYSHORE DRIVE BISCAYNE BLVD BISCAYNE BLVD NE 1 AVENUE NE 1 AVENUE N MIAMI AVENUE N MIAMI AVENUE NW 2 AVENUE NW 2 AVENUE NW 3 AVENUE NW 3 AVENUE 1-95 NE 11 STREET NW 3 AVENUE {-95 NE 10 STREET NW 3 AVENUE 1.95 NE 6 STREET/PORT BOULEVARD E. OF PORT BRIDGE BISCAYNE BLVD BISCAYNE BLVD NE 1 AVENUE NE 1 AVENUE N MIAMI AVENUE N MIAMI AVENUE NW 1 AVENUE NW 1 AVENUE NW 1 CT NW 1 CT NW 2 AVENUE NW 2 AVENUE NW 3 AVENUE NW 3 AVENUE I-95 NE 5 STREET BISCAYNE BLVD NE 2 AVENUE NE 2 AVENUE NE 1 AVENUE NE 1 AVENUE N MIAMI AVENUE N MiAMi AVENUE NW 2 AVENUE SOURCE: KEITH AND SCHNARS, P.A. TO DIR EB WB EB WB EB WB EB WB EB WB EB WB WR E8 EB WB WB WB WB WB WB WB WB EB EB EB MIAMI FACILITY ADOP- TYPE TED EXISTING LOS LANES E E E E E E E E E E E E E+20 E+20 E E E*20 E+20 11+20 E+20 E+20 4LU 2L 1L 2L 1L 2LU 2t.0 21_U 3L AM/ PM PM PM PM PM PM PM TABLE 21-D10 DOWNTOWN MIAMI DRI UPDATE YEAR 2009 PERSON TRIP CONDITIONS [1] YR 2009 EXISTING BKG PERSON PERSON COUNT TRIP TRIP DATE VOLUME VOLUME 09/07/1900 09/07/1900 09/07/1900 09/07/1900 09/07/1900 04/24/1900 PM 04/24/1900 2L PM 6LD AM 3L 2L PM PM 21. PM 2L PM 2L PM 04/24/1999 04/06/1999 04/25/1901 04/25/1901 04/25/1901 04725/1901 04/25/1901 E+20 2L PM 04/25/1901 E+20 3L P E+20 4L E+20 3L E+20 E13 E+20 3L 3L PM PM PM PM 04/25/1901 04/2571901 04/25/1901 04/25/1901 04/25/1901 1,143 921 510 482 270 256 270 258 338 386 241 274 [3] COMMI- TTED DEV. 1,204 268 970 367 537 365 508 499 284 141 272 194 284 194 272 265 356 141 407 194 254 30 289 41 268 1 282 240 1,789 832 1,074 1,263 254 518 498 1,896 380 882 240 1,125 273 1.323 1 ,215 1,273 1,074 935 992 992 1,529 1,529 1,529 1,125 979 1,039 191 YR 2009 TOTAL BKG PERSON TRIP 1,472 1,337 902 1,007 425 466 478 537 497 601 284 330 800 752 2,276 1,122 1,398 FUTURE [5] [0] YR 2009 PERSON BKG INC-II TOTAL TRIP PERSON r PROJ, PERSON CAPACITY TRIP PERSON TRIP TOTAL WC A LOS., TRIP....-. VOLUME 4,762 5,444 3,204 1,900 2,708 1,404 1,404 1,404 1,714 1,714 1,280 1,280 0.309 0.246 0.282 0.530 0.157 0.332 0.340 0.382 0.290 0,351 0.222 0.258 3,388 0-236 3,368 4,096 4,096 8,752 1,514 7,972 191 1,464 7,600 171 1,296 171 1,150 171 1,210 1.039 161 1,601 1,601 1,601 1,376 1 1,443 151 156 136 136 1,200 1,752 1.759 1,737 7,104 3,574 3,574 0 222 D 228 262 293 337 111 127 208 240 169 195 182 210 1,700 1,599 1,195 1,344 536 593 686 777 666 796 466 540 C 127 927 0,556 D 0.274 I C 0.160 C 0,190 0.193 0.182 0.322 0.339 78 830 139 84 127 C 105 o 60 C 45 D 37 5,222 0.230 C 9,872 0.177 8,752 0.201 8,752 0.198 1,579 ! 4,912 0.321 C C C D 37 52 59 72 46 91 2,415 1,206 1,525 [a] 1— FUTURE [5] PERSON TOTAL TRIP PERSON CAPACITY TRIP TOTAL WC LOS 4,762 5 444 3,204 1,900 2, 708 1,404 1,404 1,404 1,714 1,714 1,280 1,280 0.357 0.294 0.373 0.707 0.196 0.422 0.489 0-553 0-389 0.464 0.364 0.422 3,388 0-274 3,388 0.245 4,096 4,096 8,752 1,619 7,972 1,524 7,600 1,341 7,104 1,187 1,247 1,252 1,811 1,831 1,783 1,670 3,574 3,574 5,222 9,872 8,752 0.590 0,294 0,174 0.203 0.201 0.189 0.332 0.349 0.240 0.183 0.209 8,752 0.204 4.912 0.340 C C PROJ. AS ' PROJ. A%OF MAX SERVICE VOLUME 4.79% 4.81 % 9.14% 17,74% 4.10% 9.05% 14,81 % 17.09% 986% 11.38% 14.22 % 16.41 % TRIPS GREATEN THAN 5%1 YES/NO NO NO YES YES NO YES YES YES YES YES YES YES 3,75% NO 2,30 % D `, 3,39% D , 2,05 % C 145% C C C 0 D C C C c D 1.32 % 0.79% 0-63°/ 1-04% 1.04% 1-00% 0.60 % 0.82% 0.53% 1.85% NO NO NO NO NO NO 11 NO NO NO NO NO NO NO NO N:ITRANPLANIPROJECTS120011167161TABLES112_MATRIX. W K4 • Appendix D Intersection Capacity Analysis Worksheets • 0 • Existing Conditions • • HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: NE 2 AVENUE / NE 12 STREET Agency: Area Type: All other areas Date: 3/16/04 Jurisd: 41piod: EXISTING PM PEAK Year : 2004 ject ID: OPUS MUSP TRAFFIC STUDY - 04124 E/W St: NE 12 STREET N/S St: NE 2 AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound 1 Westbound Northbound L T R I L T R L T R Southbound L T R 0 0 0 0 3 0 T 529 12.0 0 2 1 TR R 308 502 12.0 12.0 58 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru Right Right Peds Peds WE Left SB Left Thru A Thru P Right Right P Peds Peds NB Right EB Right Right WE Right en 18.0 57.0 Yellow 4.0 4.0 All Red 1.0 6.0 Cycle Length: 90.0 secs _ Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound 1017 5085 0.54 0.20 32.9 C 32.9 C Northbound Southbound TR 2241 3539 0.14 0.63 6.8 A 8.7 A R 1003 1583 0.46 0.63 10.1 B Intersection Delay = 18.7 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: BISCAYNE BLVD / NE 14 STREET Agency: Area Type: All other areas Date: 3/16/04 Jurisd: �riod: EXISTING PM PEAK Year 2004 ject ID: OPUS MUSP TRAFFIC STUDY - 04124 Yu St: NE 14 STREET N/S St: BISCAYNE BLVD No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound I Northbound L T R L T R L T R 1 1 0 1 2 0 L TR L TR 117 87 39 173 1591 132 12.0 12.0 12.0 12.0 0 I 0 1 1 1 L T R 32 75 31 12.0 12.0 12.0 4 Southbound L T R 1 2 0 L TR 29 994 28 12.0 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left P Thru A Thru P Right A Right P Peds Peds WB Left A SB Left P Thru A Thru P Right A Right P Peds Peds NB Right EB Right Right WB Right 410sen 35.0 71.0 Yellow 4.0 4.0 All Red 0.0 1.0 Cycle Length: 115.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 352 1158 0.10 0.30 28.8 C T 567 1863 0.14 0.30 29.2 C 28.9 C R 482 1583 0.06 0.30 28.4 C Westbound L 399 1312 0.32 0.30 31.2 C TR 541 1776 0.25 0.30 30.4 C 30.8 C Northbound L 232 376 0.34 0.62 14.5 B TR 2160 3499 0.86 0.62 22.6 C 22.3 C Southbound L 65 105 0.48 0.62 34.9 C TR 2176 3525 0.51 0.62 13.1 B 13.7 B • Intersection Delay = 20.4 (sec/veh) Intersection LOS = C HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Agency: Date: 3/16/04 Inter.: BISCAYNE BLVD / NE 13 STREET Area Type: All other areas Jurisd: CLOSED STREET PAC CONSTRUCTION 411 eriod: EXISTING PM PEAK HOUR Year : 2004 oject ID: OPUS MUSP TRAFFIC STUDY - 04124 /W St: NE 13 STREET N/S St: BISCAYNE BLVD No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R I L T R 0 0 0 2 1 0 L TR 476 191 112 12.0 12.0 0 1 2 0 L T 167 1701 12.0 12.0 Southbound L T R 0 3 0 TR 1140 61 12.0 0 Duration 0.25 Phase Combination 1 EB Left Thru Right Peds WE Left A Thru A Right A Peds NB Right Right liken Yellow All Red Area Type: All other areas Signal Operations 2 3 4 5 NB Left P P Thru P Right Peds SE Left Thru P Right P Peds EB Right WB Right 7 8 19.0 8.0 75.0 4.0 3.0 4.0 1.0 0.0 1.0 Cycle Length: 115.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound L 567 3433 0.89 0.17 63.4 E TR 291 1759 1.11 0.17 132.4 F 90.2 F Northbound L 335 1770 0.53 0.75 11.6 B T 2308 3539 0.78 0.65 17.0 B 16.5 B Southbound TR • 3291 5046 0.39 0.65 9.7 A 9.7 A Intersection Delay = 29.3 (sec/veh) Intersection LOS = C 1 WO- way prop Lonrrot rage 1 or z TWO-WAY STOP CONTROL SUMMARY General Information Site Information i nalyst DPA gency/Co. Date Performed 3/16/04 nalysis Time Period EXISTING PM PEAK BISCAYNEBLVD/NE 12 Intersection STREET Jurisdiction Analysis Year 2004 Project Description OPUS MUSP TRAFFIC STUDY - 04124 East/West Street: NE 12 STREET North/South Street: BISCAYNE BLVD Intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 1706 0 0 1178 439 Peak -Hour Factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 0 1814 0 0 1253 467 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 2 0 0 2 0 onfiguration T T TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 _ 0 0 0 0 Peak -Hour Factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 0 0 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N r N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Approach Delay -- -- Approach LOS -- -- Rights Reserved file ://C:1Documents%20and%20Settings\RoniaS\Localc7020Settings\Temp\u2k110.tarp 3/18/2004 HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: BAYSHORE DR / NE 14 STREET Agency: Area Type: All other areas Date: 3/16/04 Jurisd: 411 eriod: EXISTING PM PEAK Year : 2004 oject ID: OPUS MUSP TRAFFIC STUDY 04124 /W St: NE 14 STREET N/S St: BAYSHORE DRIVE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 2 0 DefL TR 124 54 61 12.0 12.0 0 0 2 0 LTR 18 47 10 12.0 0 1 2 0 L TR 53 213 2 12.0 12.0 0 Southbound L T R 1 1 1 L T R 7 198 140 12.0 12.0 12.0 13 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left P P Thru A Thru P Right A Right P Peds Peds WE Left A SE Left P P Thru A Thru P Right A Right P Peds Peds NE Right EB Right Right WE Right 410Len 29.0 10.0 38.0 Yellow 4.0 3.0 4.0 All Red 1.0 0.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound DefL 420 TR 552 Westbound 1303 0.33 0.32 23.6 C 1714 0.24 0.32 22.6 C 23.1 C LTR 995 3087 0.08 0.32 21.3 C 21.3 C Northbound L 629 1770 0.10 0.57 9.4 A TR 1493 3535 0.16 0.42 16.4 B 15.0 B Southbound L 646 1770 0.01 0.57 8.7 A T 787 1863 0.28 0.42 17.9 B 17.5 B R 668 1583 0.21 0.42 17.2 B 111 Intersection Delay = 18.5 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: BAYSHORE DR / NE 13 STREET Agency: Area Type: All other areas Date: 3/16/04 Jurisd: Oriod: EXISTING PM PEAK Year : 2004 oject ID: OPUS MUSP TRAFFIC STUDY - 04124 E/W St: NE 13 STREET N/S St: BAYSHORE DRIVE No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound j L T R 0 0 0 SIGNALIZED INTERSECTION SUMMARY Westbound I Northbound x i R I L T R Southbound L T R 0 3 1 LT R 8 472 243 12.0 12.0 24 0 0 0 1 0 TR 193 122 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru Right Right Peds Peds WE Left P SB Left Thru P Thru A Right P Right A Peds Peds NB Right EB Right �Right WB Right een 42.0 30.0 Yellow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 80.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate _ Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound LT 2668 R 831 Northbound Southbound 5081 0.19 0.52 10.2 B 10.6 E 1583 0.28 0.52 11.4 B TR 662 1765 0.51 0.38 19.9 B 19.9 B • Intersection Delay = 13.5 (seciveh) Intersection LOS = B • Existing Conditions With Modified Signal Timing • • HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Agency: Date: 3/16/04 period: EXISTING PM PEAK ¶/IMP Inter.: BISCAYNE BLVD / NE 13 STREET Area Type: All other areas Jurisd: CLOSED STREET PAC CONSTRUCTION Year : 2004 oject ID: OPUS MUSP TRAFFIC STUDY -- 04124 E/W St: NE 13 STREET N/S St: BISCAYNE BLVD No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 0 0 2 1 0 1 2 0 L TR L T 476 191 112 1167 1701 12.0 12.0 112.0 12.0 0 Southbound L T R 0 3 0 TR 1140 61 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left Thru Right Peds WB Left A Thru A Right A Peds NB Right WRight en 34.0 Yellow 4.0 All Red 1.0 Thru Right Peds SE Left Thru Right Peds EB Right WB Right NB Left P P P 8.0 3.0 0.0 60.0 4.0 1.0 Cycle Length: 115.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity fs) v/c g/C Delay LOS Delay LOS Eastbound Westbound L 1015 3433 0.50 0.30 33.8 C TR 520 1759 0.62 0.30 37.2 D 35.1 D Northbound L 268 1770 0.66 0.62 24.7 C T 1846 3539 0.98 0.52 43.7 D 42.0 D Southbound TR • 2633 5046 0.49 0.52 18.3 B 18.3 B Intersection Delay = 33.2 (sec/veh) Intersection LOS = C • Future without Project • • HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: NE 2 AVENUE / NE 12 STREET Agency: Area Type: All other areas Date: 3/16/04 Jurisd: 410oa.od: FUTURE W/0 PROJ PM PEAK Year : 2004 ject ID: OPUS MUSP TRAFFIC STUDY - 04124 E/W St: NE 12 STREET N/S St: NE 2 AVENUE No. Lanes LGConf ig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound Southbound L T R L T R L T R L T R 0 0 0 0 3 0 T 556 12.0 0 0 0 0 2 1 TR R 338 527 12.0 12.0 53 Duration 0.25 Area Type: All other areas Signal Operations, Phase Combination 1 2 3 4 5 6 7 EB Left NB Left Thru Thru Right Right Peds Peds WB Left SB Left Thru A Thru P Right ; Right P Peds Peds NB Right f EB Right £Right WB Right een 18.0 57.0 Yellow 4.0 4.0 All Red 1.0 6.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound 1017 5085 0.57 0.20 33.3 C 33.3 C Northbound Southbound TR or 2241 3539 0.16 0.63 6.9 A 9.0 A 1003 1583 0.49 0.63 10.5 B Intersection Delay = 18.9 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: BISCAYNE BLVD / NE 14 STREET Agency: Area Type: All other areas Date: 3/16/04 Jurisd: 4liriod: FUTURE W/O PROJ PM PEAK Year : 2004 oject ID: OPUS MUSP TRAFFIC STUDY - 04124 E/W St: NE 14 STREET N/S St: BISCAYNE BLVD No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 1 1 1 L T R 36 79 35 12.0 12.0 12.0 4 1 1 0 L TR 123 91 41 12.0 12.0 0 1 2 0 L TR 77 1963 142 12.0 12.0 0 Southbound L T R 1 2 0 L TR 30 1298 29 12.0 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left P Thru A 1 Thru P Right A 1 Right P Peds Peds WB Left A 1 SE Left P Thru A Thru P Right A Right P Peds 1 Peds NB Right EB Right WRight WB Right en 35.0 71.0 Yellow 4.0 4.0 All Red 0.0 1.0 Cycle Length: 115.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 347 1140 0.11 0.30 29.0 C T 567 1863 0.15 0.30 29.3 C 29.0 C R 482 1583 0.07 0.30 28.5 C Westbound L 398 1307 0.33 0.30 31.4 C TR 541 1776 0.26 0.30 30.5 C 31.0 C Northbound L 135 218 0.61 0.62 32.7 C TR 2163 3503 1.05 0.62 54.9 D 54.1 D Southbound L 65 105 0.49 0.62 36.4 D TR 2178 3528 0.66 0.62 15.7 B 16.1 B • Intersection Delay = 38.6 (sec/veh) Intersection LOS = D HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: BISCAYNE BLVD / NE 13 STREET Agency: Area Type: All other areas Date: 3/16/04 Jurisd: CLOSED STREET PAC CONSTRUCTION riod: FUTURE W/O PROJ W/ IMP Year : 2004 ject ID: OPUS MUSE TRAFFIC STUDY - 04124 E/W St: NE 13 STREET N/S St: BISCAYNE BLVD SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound 1 Northbound L T R L T R I L T R No. Lanes [ 0 0 0 LGConfig Volume Lane Width RTOR Vol 2 1 0 I 1 2 0 L TR I L T 500 205 119 1184 2081 12.0 12.0 0,2.0 12.0 0 Southbound L T R 0 3 0 TR 1452 66 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 EB Left Thru Right Peds WE Left A Thru A Right A Peds NB Right Right en Yellow All Red 5 NB Left P Thru P Right Peds SE Left Thru P Right Peds FB Right WE Right 6 P P 7 34.0 8.0 60.0 4.0 3.0 4.0 1.0 0.0 1.0 Cycle Length: 115.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate _ Grp Capacity (s) v/c g/C Delay LOS Delay DOS Eastbound Westbound L 1015 TR 520 3433 0.52 0.30 34.3 C 1760 0.66 0.30 38.7 D 36.0 D Northbound L 207 1770 0.95 0.62 75.1 E T 2185 3539 1.01 0.62 44.6 D 47.1 D Southbound TR • 2636 5052 0.61 0.52 20.4 C 20.4 C Intersection Delay = 36.3 (sec/veh) Intersection LOS = D Two --Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst DPA gency/Co. Date Performed 3/16/04 nalysis Time Period FUTURE W/O PROJ PM PEAK Intersection BISCAYNE BLVD/NE 12 STREET Jurisdiction Analysis Year 2004 Project Description OPUS MUSP TRAFFIC STUDY - 04124 Fast/West Street: NE 12 STREET North/South Street: BISCAYNE BLVD Intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 2095 0 0 1489 461 Peak -Hour Factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 0 2228 0 0 1584 490 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T T TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 ` 8 9 10 11 12 L T R L T R 4 olume 0 0 0 0 0 0 Peak -Hour Factor, PHF 0.94 0,94 0.94 0.94 ... 0.94 0.94 Hourly Flow Rate, HFR 0 0 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 onfiguration Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 ' 9 10 11 12 Lane Configuration v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Approach Delay -- -- Approach LOS -- w -- Rights Reserved file://C:Documents%20and%20Settings\SoniaStLocal%20SettingsiTemplu2k86.tmp 3/20/2004 HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: BAYSHORE DR / NE 14 STREET Agency: Area Type: All other areas Date: 3/16/04 Jurisd: .riod: FUTURE W/0 PROJ PM PEAR Year : 2004 oject ID: OPUS MUSP TRAFFIC STUDY - 04124 E/W St: NE 14 STREET N/S St: BAYSHORE DRIVE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound 0 2 0 DefL TR 130 57 64 12.0 12.0 0 0 2 0 LTR 19 49 11 12.0 0 Southbound L T R 1 2 0 L TR 56 266 2 12.0 12.0 0 1 1 1 L T R 7 230 147 12.0 12.0 12.0 13 Duration 0.25 Phase Combination 1 EB Left A Thru A Right A Peds WB Left A Thru A Right A Peds NB Right �Right een 29.0 Yellow 4.0 All Red 1.0 Area Type: All other areas Signal Operations 2 3 4 5 6 NB Left P P Thru P Right P Peds SE Left P P Thru P Right P Peels EB Right WE Right 10.0 38.0 3.0 4.0 0.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound DefL 418 TR 553 Westbound 1298 0.35 0.32 23.8 C 1715 0.25 0.32 22.7 C 23.3 C LTR 991 3076 0.09 0.32 21.3 C 21.3 C Northbound L 598 1770 0.11 0.57 9.6 A TR 1493 3536 0.20 0.42 16.7 B 15.5 B Southbound L 620 1770 0.01 0.57 8.7 A T 787 1863 0.33 0.42 18.5 B 17.9 B � 668 1583 0.23 0.42 1'7.4 B Intersection Delay = 18.7 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Anaiyst: DPA Inter.: EAYSHORE DR / NE 13 STREET Agency: Area Type: All other areas Date: 3/16/04 Jurisd: .riod: FUTURE W/O PROD PM PEAK Year : 2004 oject ID: OPUS MUSP TRAFFIC STUDY - 04124 E/W St: NE 13 STREET N/S St: BAYSHORE DRIVE No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R SIGNALIZED INTERSECTION SUMMARY 1 Westbound 1L T R Northbound L T R 0 0 0 17 3 1 LT R 502 290 12.0 12.0 29 0 0 0 Southbound L T R 0 1 0 TR 225 128 12.0 0 Duration 0.25 Area Type: All. other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EE Left NB Left Thru Thru Right Right Peds Peds WB Left P SE Left Thru P Thru A Right P Right A Peds Peds NB Right EB Right 410 Right WB Right Len 42.0 30.0 Yellow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 80.0 secs Intersection Performance Summary Appr/ Lane Grp Lane Group Capacity Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound LT 2668 R 831 Northbound Southbound 5082 0.20 0.52 10.3 B 10,9 B 1583 0.33 0.52 12.0 B TR 665 1772 0.56 0.38 20.9 C 20.9 C • Intersection Delay = 14.0 (sec/veh) Intersection LOS = B • Future with Project 0 • HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: NE 2 AVENUE / NE 12 STREET Agency: Area Type: All other areas Date: 3/16/04 Jurisd: iod: FUTURE W/ PROJ PM PEAK Year : 2004 oject ID: OPUS MUSP TRAFFIC STUDY - 04124 E/W St: NE 12 STREET N/S St: NE 2 AVENUE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound 1 Westbound Northbound Southbound L T R I L T R 1 L T R L T R 1 0 0 0 0 0 1 0 0 3 T 563 12.0 2 1 TR R 340 535 12.0 12.0 53 ➢uration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left j NE Left Thru Thru Right Right Peds 1 Peds WB Left SB Left Thru A Thru P Right Right P Peds Peds NB Right ( EB Right Right B Right Olken 18.0 57.0 Yellow 4.0 4.0 All Red 1 . 0 6 . 0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound 1017 5085 0.58 0.20 33.4 C 33.4 C Northbound Southbound TR o• 2241 3539 0.16 0.63 6.9 A 9.1 A 1003 1583 0.50 0.63 10.6 B Intersection Delay = 19.0 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: BISCAYNE BLVD / NE 14 STREET Agency: Area Type: All other areas Date: 3/16/04 .7urisd: Wriod: FUTURE W/ PROJ PM PEAK Year : 2004 oject ID: OPUS MUSP TRAFFIC STUDY - 04124 E/W St: NE 14 STREET N/S St: BISCAYNE BLVD No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound 1 Westbound 1 Northbound l T R L i R I L T R 1 1 1 L T R 36 96 35 12.0 12.0 12.0 4 Southbound L T R 1 1 0 1 2 0 L TR 1 L TR 123 91 41 88 1972 173 12.0 12.0 112.0 12.0 0 0 1 2 0 L TR 43 1298 29 12.0 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A [ NB Left P Thru A t Thru P Right A j Right P Peds Peds WE Left A SE Left P Thru A Thru P Right A I Right P Peds [ Peds NB Right EB Right 410 Right ; WE Right een 35.0 71.0 Yellow 4.0 4.0 All Red 0.0 1.0 Cycle Length: 115.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 347 1140 0.11 0.30 29.0 C T 567 1863 0.18 0.30 29.E C 29.3 C R. 482 1583 0.07 0.30 28.5 C Westbound L 382 1255 0.35 0.30 31.6 C TR 541 1776 0.26 0.30 30.5 C 31.1 C Northbound L 135 218 0.70 0.62 41.3 D TR 2158 3496 1.07 0.62 62.7 E 61.9 E Southbound L 65 105 0.71 0.62 63.8 E TR 2178 3528 0.66 0.62 15.7 B 17.2 B • Intersection Delay µ 43.4 (sec/veh) Intersection LOS = D HCS2000: Signalized Intersections Release 4.1d Analyst_ DPA Inter.: BISCAYNE BLVD / NE 13 STREET Agency: Area Type: All other areas Date: 3/16/04 Jurisd: CLOSED STREET PAC CONSTRUCTION Aftriod: FUTURE W/ PROJ PM W IMP 2 Year : 2004 Woject ID: OPUS MUSP TRAFFIC STUDY - 04124 E/W St: NE 13 STREET N/S St: BISCAYNE BLVD No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound 1 Northbound L T R L T R L T R 0 0 0 Southbound T R 2 1 L TR 515 215 143 12.0 12.0 0 0 1 1 2 0 L T 184 2109 12.0 12.0 0 3 0 TR 1452 66 12.0 0 Duration 0.25 Phase Combination 1 EB Left Thru Right Peds WE Left A Thru A Right A Peds NB Right Right liken 34.0 Yellow 4.0 All Red 1.0 Area Type: All other areas Signal Operations 3 4 5 6 NB Left P P Thru P P Right Peds SB Left Thru P Right P Peds EB Right WB Right 8.0 3.0 0.0 60.0 4.0 1.0 Cycle Length: 115.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate _ Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound L 1015 3433 0.54 0.30 34.5 C TR 518 1751 0.74 0.30 41.9 D 37.5 D Northbound L 207 1770 0.95 0.62 75.1 E T 2185 3539 1.03 0.62 48.5 D 50.7 D Southbound TR • 2636 5052 0.61 0.52 20.4 C 20.4 C Intersection Delay = 38.4 (sec/veh) Intersection LOS = D 1'wo-Way Stop Control Page 1 of 2 • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst DPA Agency/Co, Date Performed 3/16/04 Analysis Time Period FUTURE W/PROJ PM PEAK Intersection BISCAYNEBLVD/NE 12 STREET Jurisdiction Analysis Year 2004 Project Description OPUS MUSP TRAFFIC STUDY - 04124 East/West Street: NE 12 STREET North/South Street: BISCAYNE BLVD Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 2123 0 0 1496 468 Peak -Hour Factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Hourly Flow Rate, HFR 0 2258 0 0 1591 497 Percent Heavy Vehicles 0 -- -- 0 -_ _- Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T T TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 0 0 0 Peak -Hour Factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 �» Hourly Flow Rate, HFR 0 0 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration v (vph) C (m) (vph) 95% queue length Control Delay. LOS Approach Delay -- -- Approach LOS -- -- Rights Reserved file://C:1Documents%20and%20Settings\SoniaS\Local°k20Settings\Temptu2k2F.tmp 3/20/2004 HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: BAYSHORE DR / NE 14 STREET Agency: Area Type: All other areas Date: 3/16/04 Jurisd: iod: FUTURE W/ PROJ PM PEAK Year : 2004 oject ID: OPUS MUSP TRAFFIC STUDY - 04124 E/W St: NE 14 STREET N/S St: BAYSHORE DRIVE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R Southbound L T R I L T R I L T R No. Lanes j 0 2 0 LGConfig i LTR Volume 1131 57 124 Lane Width 1 12.0 RTOR Vol 0 0 2 0 I 1 2 0 1 1 1 LTR L TR L T R 19 49 11 156 266 2 7 231 147 12.0 12.0 12.0 112.0 12.0 12.0 0 I 0 I 13 Duration 0.25 Phase Combination 1 EB Left A Thru A Right A Peds WE Left A Thru A Right A Peds NE Right Right een 29.0 Yellow 4.0 All Red 1.0 Area Type: All other areas Signal Operations 2 3 4 5 6 7 8 NB Left P P Thru P Right P Peds SE Left P P Thru P Right 9 Peds EB Right WE Right 10.0 38.0 3.0 4.0 0.0 1.0 Cycle Length: 90.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 849 2636 0.40 0.32 24.0 C 24.0 C Westbound LTR 951 2951 0.09 0.32 21.3 C 21.3 C Northbound L 604 1770 0.10 0.57 9.5 A TR 1493 3536 0.19 0.42 16.7 B 15.4 B Southbound L 624 1770 0.01 0.57 8.7 A T 787 1863 0.32 0.42 18.4 B 17.8 B il, 668 1583 0.22 0.42 17.3 B Intersection Delay = 19.1 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1d Analyst: DPA Inter.: BAYSHORE DR / NE 13 STREET Agency: Area Type: All other areas Date: 3/16/04 Jurisd: ,r±od: FUTURE W/PROJ PM PEAK Year : 2004 oject ID: OPUS MUSP TRAFFIC STUDY 04124 E/W St: NE 13 STREET N/S St: BAYSHORE DRIVE No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound 1 Westbound Northbound L T R I L T R L T R 0 0 0 0 3 1 LT R 7 505 290 12.0 12.0 24 0 0 0 Southbound L T R 0 1 0 TR 227 187 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NE Left Thru Thru Right Right Peds Peds WB Left P SE Left Thru P Thru A Right P Right A Peds Peds NB Right EB Right WRight WB Right en 42.0 30.0 Yellow 4.0 4.0 Ali Red 0.0 0.0 Cycle Length: 80 0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound Westbound LT 2668 R 831 Northbound Southbound 5082 0.20 0.52 10.3 B 10.9 1583 0.34 0.52 12.1 B TR 656 1749 0.67 0.38 23.5 C 23.5 C • Intersection Delay = 15.3 (sec/veh) Intersection LOS = B • Project Driveway • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY •or Street: Approach Northbound Movement 7 8 9 L T R Analyst: DPA .ency/Co to Performed: 3/16/04 Analysis Time Period: FUTURE W/ PROJ PM PEAK _Intersection: PROJECT DWY / NE 13 STREET Jurisdiction: Units: U. S. Customary Analysis Year: 2007 Project ID: OPUS MUSP TRAFFIC STUDY - 04124 East/West Street: NE 13 STREET North/South Street: PROJECT DRIVEWAY Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 ( 4 5 6 L T R I L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? Undivided No 62 0.94 65 1 630 0.94 670 0 2 LT T No Southbound 10 11 12 L T R Volume 48 Peak Hour Factor, PHF 0.94 Hourly Flow Rate, HFR 51 Percent Heavy Vehicles 1 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 1 Configuration L Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 i 7 8 9 ( 10 11 12 Lane Config LT I L v (vph) 65 51 C(m) (vph) 1630 536 v/c 0.04 0.10 95% queue length 0.12 0.31 Control Delay 7.3 12.4 S A roach Delay . proach LOS 12.4 • Appendix E Committed Development Information • • • • • PAC - PERFORMING ARTS CENTER PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK FLOUR TRIPS IN OUT TOTAL °% Trips ... °% M Trips Trips Live Theatre 4900 seats 50% 49 50% 49 98 GROSS VEHICLE TRIPS (1) I 50% 49 1 50% 49 I 98 Vehicle Occupancy Adjustment 4 Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction 4 16% of Gross Externa! Trips 14.90% of Gross External Trips 10.00°0 of Gross External Trips (2) (3) (4) 50% 50% 50% 6 7 5 — 50% 50% 50% 8 7 5 16 15 10 NET EXTERNAL VEHICLE TRIPS 50% 29 50% 29 58 I I 1 Net External Person Trips in Vehicles 4 Net External Person Trips using Transit 4 1.40 Persons/ Vehicle 1.40 Persons/ Vehicle 50% 50% 41 10 50% 50% 41 10 81 20 Net External Person Trips (vehicles and transit modes) 50% 51 50% 51 138 I 1 I Net External Person trips walking / usin9 bicycle 1.40 Persons/ Vehicle [ 50% 7 [ 50% 7 14 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16 % reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE`s 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II T-gen_PM.xls PAC • • 1800 CLUB PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High Rise Apt 1 Condo Office Retail / Service 450 DU 27.604 SF 4,872 SF GROSS VEHICLE TRIPS 153% 171 I 47% 152 I 323 Vehicle Occupancy Adjustment @ 0% of Gross External Trips (1) Transit Trip Reduction 0 0.00% of Gross External Trips (2) Pedestrian / Bicycle Trip Reduction @ 0.00% of Gross External Trips (3) 53% 53% 53% 0 0 0 47% 47% 47% 0 0 0 0 0 0 NET EXTERNAL VEHICLE TRIPS' 53% 171 47% 152 323 I I Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 53% 53% 239 0 47% 47% 213 0 452 0 Net External Person Trips (vehicles and transit modes) 53% 239 47% 213 452 1 I I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 53% 0 I 47% 1 0 j 0 Notes (1) Based on Traffic Impact Study provided by City of Miami T-genmPM.xis 1800 CLUB • • • MIRAMAR CENTRE PHASE II & III PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % .. Trips Trips High Rise Apt 635 DU M 222 619/0 129 39% 83 212 Quality Restaurant 8,500 SF 831 67% 43 33% 21.12 64 High -Turnover Restaurant 3,000 SF 832 60% 20 40 % 13.2 33 Convenience Market 1,700 SF 852 49% 29 51 % 30.09 59 Jr/Comm College 99,000 SF 540 46% 75 54% 88.56 164 GROSS VEHICLE TRIPS (1) 1 56% 296 I 44% 236 1 532 Vehicle Occupancy Adjustment 4 16 % of Gross External Trips (2) 56°/ 47 44% 38 85 Transit Trip Reduction © 14.90°% of Gross External Trips (3) 56% 44 44% 35 79 Pedestrian / Bicycle Try Reduction 0 10.00% of Gross External Trips (4) 56% 30 44°% 24 53 NET EXTERNAL VEHICLE TRIPS 56% 175 44% 139 314 .1 I Net External Person Trips In Vehicles 4 1,40 Persons/ Vehicle 56% 245 f 44% 195 440 Net External Person Trips using Transit 0 1.40 Persons/ Vehicle 56% 62 44% 49 111 Net External Person Trips (vehicles and transit modes) 56% 307 44% 244 551 1 1 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 56% I 41 I 44°% 33 it 74 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16°% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pars/veh) (3) Transit trip reduction based on projected modal sptits used in the Downtown Miami DRI Increment It (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment fI T-gen__PM.xls MIRAMAR CENTRE • BISCAYNE VILLAGE (FINGER COMPANY) PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips % Trips Trips High Rise Apt / Condo Retail / Service Internalization(10% of Retail) Pass -by (40% of Retail) 437 DU 19,400 SF 232 814 67 % 43 % 182 22 -2 -8 33% 57% _ 89 29 -3 -10 271 51 -5 -18 GROSS VEHICLE TRIPS 65% 194 1 35% 105 299 Vehicle Occupancy Adjustment 4 16°% of Gross External Trips Transit Trip Reduction @ 14.90°% of Gross External Trips Pedestrian / Bicycle Trip Reduction 4 10,00% of Gross External Tops (2) (3) (4) 65% 65% 65% 31 29 19 35% 35% 35% 17 16 11 48 45 30 NET EXTERNAL VEHICLE TRIPS (1) 65% 115 35% 62 177 t i 1 Net External Person Trips in Vehicles 4 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 65% 65% 161 40 35% 35% 87 22 247 62 Net External Person Trips (vehicles and transit modes) 65% 201 35% 109 310 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 65% 1 27 I 35% 15 I 42 Notes (1) Based on Traffic Impact Study provided by City of Miami ill(2) A 16% reduction to ad)ust for the difference between ITE auto occupancy and local data (Miami`s 1.4 vs. ITE's 1.2 perslveh) (3) Transit trip reduction based an projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment 11 • T-gen_PM.xls t3tSCAYNE VILLAGE QUANTUM (METROPOLIS BAYSHORE) PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High Rise Apt / Condo Office Quality Restaurant 752 DU 4.635 SF 3.835 SF 232 710 831 62% 17% 68% 177 14 27 38% 83% 33% 109 70 13 286 84 40 GROSS VEHICLE TRIPS (1) 53% - 218 j 47% 192 1 410 Vehicle Occupancy Adjustment @ 16% of Gross External Trips Transit Trip Reduction @ 14.90% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (2) (3) (4) 53% 53% 53% 35 32 22 47% 47% 47% 31 29 19 66 61 41 NET EXTERNAL VEHICLE TRIPS 53% 129 47% 113 242 1 f L Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 53% 53% 180 45 47% 47% 159 40 339 86 Net External Person Trips (vehicles and transit modes) 53% 226 47% 199 425 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 53 % 1 31 47% 27 57 Notes (1) Based on Traffic Impact Study provided by City of Miami 40 (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected /nodal splits used in the Downtown Miami DR! Increment It (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DR/ Increment !t • T-gen_PM.xls QUANTUM METROPOLIS • • • opus Committed Develoment Person -Trip Assignment CORRIDOR Project FROM TO Direction PAC 1800 CLUB MIRAMAR CENTRE BISCAYNE VILLAGE QUANTUM TOTAL BISCAYNE BOULEVARD NE 14 STREET 1-395 NB 16 14 15 19 136 200 SB 10 12 25 25 41 113 I-395 NE 9 STREET NB 2 3 10 19 152 186 SB 3 4 6 25 200 1 238 NORTH BAYSHORE DRIVE NE 15 STREET NE 13 STREET NB 0 0 6 96 0 102 SB 1 8 6 76 8 99 NE 2 AVENUE NE 13 STREET 1-395 SB 1 8 6 76 8 99 NE 14 STREET BISCAYNE BLVD N, BAYSHORE DR EB 1 8 6 76 8 99 WB 1 8 6 76 8 99 The results of the calculation using the above trip rate and the proposed development intensities is summarized below. Calculated Trip Generation Description Scale Trip Ends Ins/Outs Live Theater 4,900 seats 98 49/49 The trip generation rate described above assumes that no trips are made by transit. The project site is served by high quality transit service within walking distance. This factor is expected to play a significant role in the trip making behavior. The Metromover provides easy access to downtown locations and the Metroraif, and the area is served by several bus routes. Higher than average transit utilization con, therefore, be expected among trips accessing the project. This study assumed a conservative 5% trip diversion to transit resulting in a total of 94 trips generated during the afternoon peak hour, of which 47 trips enter the site and 47 trips exit the site. Trip Distribution In order to determine which roadways and intersections would be impacted by Project trips, it is necessary to determine their probable paths. Trip distribution was based on a cardinal distribution provided by Metro -Dade County through the Miami Area Transportation Study (MOATS). In particular, lithe paths for inbound and outbound trips in the immediate project area are likely to be different because of traffic conflicts generated by fuming movements. Additionally, trips were distributed to both off-street parking facilities and streets providing on -street parking in dose proximity to the project site. Figures 4 and 5 illustrate the proposed trip distribution separately for inbound and outbound trips. Levels of Service Project trips were added to link and turning movement flows shown on Figure 3 (Existing PM Peak Hour Traffic Volumes), resulting in the traffic volumes illustrated in Figure 6. The Performing Arts Center is proposed for completion in 2002. The City of Miami confirmed that the area has not recently experienced growth in traffic. This trend is expected to continue through 2002. The City of Miami requested that trips generated by the approved Miramar Center development be added to the roadway network as background traffic. These trips are included in the traffic volumes presented in Figure 6. Level of service calculations were performed for the study intersections and links and are summarized below. Traffic performance was calculated maintaining the existing geometric characteristics with the exception of the intersection of Biscayne Boulevard and NE 13'h Street. At this intersection, the existing continuous westbound and southbound right tum lanes were removed due to site improvements mode by the Performing Arts Center. Detailed analyses of traffic performance are included in Appendix B. A ummary of the results is provided below_ Performing Arts Center MUSP . Traffic Impost Study 9/5/97 7 • NE17St NE16St v 1 NE17Ter NE 17 St 1 7% NE15St- Metfanotier $cation NE 14 St NE13St E-- 9 2% i Venetian Causeway 7., NE 12 St NE 11 St 10% 5', 10', Baliet at Opera 25% House E..... 40% Mefrornorer Slatron \-95 5©% as Metramaref Star,on tConcert 20', Hall 10% MIEN Metrornorer Station Mara �'u3 cooewaY • CARR SMITH CORRADINO 1 Performing Arts Center Protect Trip Distribution (inbound Traffic) • NE 17 St NE 16 St as co NE 17 Ter NE 15 Si '-'7-_- Meteorrioyer Siption NE14St NE13St 4% NE17St 0°0 }a% 8% a, CS Venetian Causeway I 8 N 30% NE 12 St I0 NE11St Metromover ;� Shrt:on r 5% 18% Ballet Opera House 1❑% 045 2 6% 0, 9% 381, Concert Hall Metromaver Stehop Melromover Sfotion o 14zac as ccose*01 CARR SMITH CORRADINO Performing Arts Center Project Trip Distribution (Outbound Traffic) • • NE 2OTH STREET i NE 18TH STREET 22/24 NE 19TH STREE 72/65 33/29 NE 17IWTERR j 45/99 r66158 NE 2NDAVE BISCAYNE BLVD A 99/37 V I 45/99 a Q N BAYSHOR 45199 AM/PM PEAK HOUR PROJECT TRAFFIC IN VPH r()('r boned d u_ _ 6 Yw-r-L-) PROJECT FIGURE 8 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTE©T, P.E. THE 1800 CLUB August 22, 2001 Page 29 • a) Biscayne Boulevard at NE 15`h Street: The eastbound and westbound movements will operate at LOS E÷. b) Biscayne Boulevard at NE 17`t' Terrace: The southbound left -turn movement and the northbound through and right turn movements are expected to operate at LOS E+. Both of the above are within the level standard of LOS E as described in the Downrown Miami DRI. FUTURE (2003) TRAFFIC PERFORMANCE WITH PROJECT TRIPS Year 2003 traffic performance with Project trips is calculated adding Project -generated traffic to the year 2003 background traffic calculated previously. This is done following the three -step process below: ■ Trip Generation; The number of [.rips generated at the Project site is calculated ▪ Trip Distribution: The origins and destinations of the trips are estimated Trip Assignment: The Project trips are added to the 2003 background traffic These three steps are explained in more detail next. Trip Generation Each of the components comprising the Project will generate trips at a different rate. Estimates are made • for each facility and described next. The main source of information is the Institute of Transportation Engineer's (ITE) 1997 version of the Trip Generation manual. The results are summarized in Table 5. Table 5: Project Trip Generation M'Iirarnar Building/I..and Use Intensity ITE LU Code* PM Pk Hr Trip Rate** PM Pk Hr Trips Phase IUApartments 635 units 222 (High -Rise Apt.) T — 0.315(X)+ 12.3 212 (61 % in/39% out) Phase II/Restaurant 8,500 sq.ft 831 (Quality Restaurant) T-7.49(X/ 1000) 64 (67% in/33% out) Phase IIICafe 3,000 sq.ft 832 (High -Turnover Restaurant) T — 10.86(X/1000) 33 (60% in/40% out) Phase IliRetail 1,700 sq.ft 852 (Convenience Market) T-34,57(XJ1000) 59 (49% in/'51% out) Phase III/Institutional (Community College) 99,000 sq.ft 540 (JrlComrn.College) T — 1.66(X11000) 164 (46% in154% out) Total 532 (296 in/236 out) *Institute of Transportation Engineer's 1997 Trip Generation Manual **For the peak hour of the adjacent street ipAs shown in Table 5, the Project is expected to generate approximately 533 trips during the afternoon peak hour of a typical weekday. Of these, 296 trips enter the Project and 236 trips leave during the peak hour. 12 Traffic Study for Miramar Centre Phases 11 and 111 NE 19th Ter NE1�t NE 17th Te NE LEGEND 7th Sr NE NE 14th St NE 17rh Ter (Js Signalized • Unsignalized 68% =68% Trips Into Miramar (55%) =55% Trips Out of Miramar NE 13th St 511 N.T.S. Venetian Cswy MacArthur Cswyr____, CORRADINO CARR SMITH CORRADINO Miramar Centre Phases II and III Project Trip Distribution Figure 5 NE 19 ST NE 17 TERR 40 • vQ NE 21 ST 3 3 4 39 39 INEIJECT. BISCAYNE RENTALS PM PEAK PROJECT MUSP TRAFFIC STUDY TRIP ASSIGNMENT E LBIT No 8 / Page 12 NE 22 TERR 3/. 20/.i, NE21ST NE 20 TERR NE 20 ST 7/. NE 19 TERR NE19sT NE 17 TERR NE 2 AVE NE 17 ST 0%1' NE 20 ST NE 18 ST NE 17 TERR NE17ST NE 16 ST NE /5 TERF? NE 15 ST NE 22 ST VENE T 1AN N.T.S. BISCAYNE BAY CAUSEWAY i;TLEl METROPOLIS BAYSHORE MUSP TRAFFIC STUDY PROJECT TRIP ASSIGNMENT EXH1BiT No. Page 16 • INTERSECTION MOVEMENT Committed Develapmenls -Fatal !or ail 120 00 ted fevelopmenis Feeorrong An ..Entw t5:C 004 Mnanar Carter 1 grscay,e Wge ;r.nrn: Co; `"""j°�' f9!etroPn'rs 3a9s1`910 NEL 0 0 0 0 0 0 NET 0 0 0 0 0 0 NEP 0 0 0 0 0 0 SBL 0 0 0 0 0 0 SBT 3 0 0 0 11 14 NE 12 STREET / SBA 0 0 0 0 0 0 NE 2 AVENUE ESL 0 0 0 0 0 0 EBT 0 0 0 0 0 0 EBR 0 0 9 0 0 0 WBL 0 0 0 0 0 0 WET 0 0 0 0 0 0 WBR 0 0 0 a 0 0 TOTA 30 0 0 14 NEL 0 0 0 0 6t.o400 0o00,00o 0 0087 3 99 26 101 201 NBR 3 0 0 0 3 SB? 0 0 0 0 0 NE 14 STREETI SBT 19 67 47 55 253 BOSCAYNE SBR 6 0 4 0 0 BOULEVARD EBL 3 0 0 0 3 EDT 0 0 0 0 0 EBR 3 0 0 0 3 WBL 0 -9 0 0 0 WBT 0 0 0 0 0 wee o 0 0 0 0 TOTAL 21 186 74 166 116 552 NHL 9 0 0 0 0 9 NBT 6 99 26 101 62 294 NBR 0 0 0 0 0 0 SBL 0 0 0 0 0 0 NE 13STREET I SBT 11 87 47 55 54 254 BISCAYNE SOULEVARD SBR £BL EBT 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 EBR 0 0 0 0 0 0 WBL 0 0 0 0 0 0 WBT 4 0 0 0 0 4 W0R 1 0 0 0 0 TOTAL 33 186 74 150 116 564 NEL 0 0 0 0 0 0 NBT 15 99 26 101 62 333 NOR 0 0 0 0 0 0 56L 0 0 0 0 0 0 NE 12 STREET/ SBT 6 87 47 65 54 25' BiSCAYNE SBR 0 0 0 0 0 0 BOULEVARD B$' EBT 9 0 0 0 C 0 0 0 0 0 0 0 EBR 0 0 0 0 0 0 LV EL 0 0 0 0 0 0 WBT 0 0 0 0 0 0 4YB4 0 0 0 0 0 0 TOTAL 22 186 74 156 116 554 NEL 0 9 0 0 0 0 NET 3 0 26 0 13 42 NEB 0 0 0 0 0 0 SBL 0 0 0 0 0 0 NE 04 STREET) SET0 0 11 C 11 22 NORTH BAYS%ORE SBA 0 0 0 0 0 0 DRIVE EBB. 0 a o 0 0 6 EST 0 0 0 0 0 0 EBB 0 0 0 0 0 0 WBL 0 a 0 0 0 0 WBT 0 0 0 0 0 9 WEB 0 0 0 0 0 0 TOTAL 3 0 37 0 24 64 ZZmcotOcommL4J 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ❑ 0 0 0 0 0 0 0 0 0 NE 13 STREET/ 0 0 1t 0 11 22 NORTH BAYSHORE DROVE 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 a 0 0 0 6 3 0 26 0 6 35 TOTAL 9 0 37 0 17 63 NBL 0 0 3 0 0 1 0 NET 0 0 a 0 0 0 NBA 0 0 0 0 0 0 SBL 0 0 0 0 0 0 2HT 0 0 0 0 0 0 NE 13 STREET/ SBR 0 0 0 0 0 0 DRIVEWAY EBL 0 0 0 0 0 0 EBT 0 0 0 0 0 0 EBR 0 0 4 0 0 0 WBL 0 0 0 0 0 0 WBT 6 0 0 0 0 6 07BR 0 0 0 0 0 0 TOTAL 6 0 0 r 0 0 6 904124 3122 7074 10 2 AM TMC's Comm Day Int Malrrx.x€s • • INTERSECTR7N MOVEMENT PM PK SEASON PK PERIOD 0ssksr0 Grow<A ra+n 2.0E3 Nc. cf years 25 -rota; fur all Camm'tea Onve33p1sso1s F1TV81E WIO PROJECT Nal hew Pro;ec2 FUTURE WRk PROJECT 01 62 DLO 46 -clal '19 NE 12 STREET/ NE Z AVENUE Ngs_ 0137 NBR S'SL 007 1 809 Ee_ EUT EBR WEL SVBT Nl3R 0 0 0 30a 562 0 0 0 0 529 0 CC 0 0 0 324 527 0 0 o 9 555 0 0 [ 0 14 0 0 0 II 0 3 C 0 0 0 0 0 309 527 0 0 0 0 556 G 0.090 0000 0.000 00.00 9.900 0.000 0000 0.000 0.000 0.000 0000 0000 0 0550 0200 0.30C _ 0007 0.050 0.159 0.C'C9 0090 0. ✓00 - 6.099 0.'50 0.00-0 0 C ` G 2 7 9 0 0 - 0 7 0.0 L 0 0 340 535 0 0 0 0 553 TO. AL 1339 '407 >421 0.00E c3_o 17 105e NE 14 STREET/ BISCAYNE BOULEVARD NEL 349< NUR SEL SET BBR EN_ ER7 EBR WEL W5T WE r' 1591 122 29 494 26 32 75 31 117 57 39 73 1072 133 30 1044 35, 36 79 3.3 143 91 41 16 291 1 3 0 2E1 C 3 Cr 3 6 o 0 77 1963 142 50 .Z96 29 36 79 35 123 91 e. 0 005 0900 9450 0200 C. GEO 0.000 0000 0 230 0 000 0000 0000 0.P]C 0.23E 5.200 0.030 0000 0000 O. COC 1 0000 0 000 0 000 0000 0000 C.000 10 - ,2 0 ' C 0 17 0 0 0 5E 1972 177 43 129E 29 35 56 35 100 91 41 TOsAL 3228 3092 552 3944 0.900 ^05C0 1 42 40,0 NE 13STREET ! gSCAYNE BOULEVARD NFL NOT NUR SBL 001 5340 =91. EET EBR WEL 4007 WBR 150 r 701 2 0 1140 51 c 0 9 426 -10 175 1757 0 0 1195 64 0 0 D1 500 291 118 9 294 0 0 254 G 0 0 0 1 1e6 20E1 0 0 i452 66 c 0 0 5c0 206 '19 00Gb 0450 6 000 0000 0000 0200 00Ix:1 0000 0.000 00.3C 0100 02260 0000 0.000 0.000 0.000 0.009 0.000 0.0 O. COD 000G 0.300 1 0200. 0 Soo 0 26 0 ? _ 0 0 0 0 G - '4 10 24 i86 2109 0 0 1452 60 0 0 ..... 210 14:1 T, A_ 354E 4'In+ . _ 554 400E -0459 15034 '0 4623 NE 11 STREET/SET g15GAYNE BOULEVARD NEL NOT NEAR 501. SFR I'3L ,H7 EBR W EL WE 9569 0 1706 .00 0 ' 173 439 .^, 3 0 0 C 3 0 174.9 0 123a 4 6. C ' 0 0 9, 6 0 ( 0 I 303 9 0 251 C c 0 0 0 0 0 0 2995 0 0 1469 6- 40 0 0 9 0 9 0090 0.450 000e [ 0300 9.000 G900 D.MC 0 00G 0 DOG 9 -900 0.009 0 600 C.500 0.000 0.Pb 0.000 0.1-5G 0.150 0.020 0. C09 G 000 C.300 0.900 1 0 000 1 1 C 28 0 0 0 0 _ 0 O 0 C 2123 0 0 1496 406 0 9 0 0 0 0 7070. 3323 3492 554 4045 0.450 j1 0 200 4259 NE 14 STREET/ NORTk BAYSNORE DRIVE 1,94 500 NBA 59L SET GBR EBL EFT EBR WEL WBT W$R 53 213 7 19a ;40 ;24 54 E I6 47 10 5n 224 2 7 2013 141 130 5? 64 13 49 E [ 0 42 0 e 22 9 G 0 C 0 0 .. 56 266 2 230 '47 .30 57 54 I9 49 0.006 E 00GO 0:i00 0-.0 C.020 0.000 0000 OOC9 0320 0. C00 0.050 9009 6.220 099.9 C000 9.000 0 000 O. 2 0020 5.Oe1C 1 0-000 0. COD 0. COD C.929 0 0 0 1 0 C 60 0 0 0 26 2E5 2 7 231 147 13: 57 '24 19 49 11 20TAL, 937 074 04 1036 C.959 9.000 1 E2 5100 NE 'PI STREET/ NORTH gpY531OAE DRIVE NEL NBT NE9 SOL SET SER EBL i= EBR WOL WET 10015 0 O 0 C `93 '2e 0 G 0 ] 472 243 0 0 O0.0 G 203 128 ❑ 9 0 7 496 255 0 0 22 C 0 0 O 0 6 35 C 0 0 225 128 C 0 a 7 502 290 0.090 0000 0 000 0.009 0.000 0.950 9000 0WO 0.02,4 C.000 0.050 0. 000 0.5000 C.CW 0.0x 0.000 0.050 5.000 a xro 0060 _ 0.020 0000 0.090 0.500 0 0 2 59 0 0 0 0 2 0 0 227 1.3. C 0 0 7 05 290 Y0041 11037 1090 03 1153 1000 0 0.50 _ E4 1217 NE 13 STREET/ DRIVEWAY NOL NBT NUR 5 sat SER E&'_ EST EDP waL WET WBn 0 0 0 0 0 0 0 o 0 0 594 G 0 0 5 9 0 0 0 o 0 9 624 G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L 0 c 0 0 630 9 0 OGG 1.000 6 000 C 900 09366' 0a00 0.000 0.00- 0000 0. D00 c.900 0.909 C.090 0.000 01100 0009 000D -0OW :.000 9.000 0.000 € ^_-00 0.000 0.O0C 48 0 0 0 o G 0 0 G 4E C 0 0 0 0 a 0 0 62 630 5 ?014 594 924 5 630 j1 1 600 [ 1. 1017 -0 740 404.24 302312004 11023 AM TN+c's I01 Ass'g10�51au es