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HomeMy WebLinkAboutTraffic Impact Analysis II• APPENDIX C TRAFFIC SIGNAL OPERATING DATA 0 • TIMING DATA FOR 4620 NW 5 AVE & 36 ST (SEC: 129 TYPE: SA) PAT OF E' G G Y R NSG Y R WL Y S Y M CYC ST 31 49 1 4 1 20 4 1 7 3 90MID-DAYI1 0 T 98 61 1 4 1 20 4 1 10 3 105AM PEAK M2 M 3 M 98 61 _ 4 1 20 4 1 10 3 105AN PEAK M1 4 T 31 49 1 4 1 20 4 1 7 3 90EVE. 0/5 5 T 31 49 1 4 1 20 4 1 7 3 90AVG M2 0/1 6 T 98 61 _ 4 1 20 4 1 10 3 105AM PEAK M1 M 7 T 83 64 1 4 1 20 4 1 7 3 105PM PEAK M2 8 T 31 49 1 4 1 20 4 1 7 3 90MID-DAY MI 0 9 T 31 49 1 4 1 20 4 1 7 3 90SCHOOL FLASH 10 T 31 49 1 4 1 20 4 1 7 3 90AVG M2 0/6 11 M 83 64 1 4 1 20 4 1 7 3 105PM PEAK M1 12 T 31 49 1 4 1 20 4 1 7 3 90MID-DAY M1 0 13 M 31 49 1 4 1 20 4 1 7 3 90MID-DAY M1 0 14 T 31 49 1 4 1 20 4 1 7 3 90SCHOOL FLASH 16 T 9 4 6 1 4 1 2 0 4 1 10 3 90AM PEAK M2 23 T O 42 1 4 1 8 4 1 6 3 6 70NIGHT 7/7 24 T O 25 1 4 1 8 4 1 8 3 7 55RECALL TEST • • 3 DAY NUMBERS: • 1 2 3 4 5 6 7 8 9 10 11 12 13 - SUNDAY - MONDAY - TUESDAY - WEDNESDAY - THURSDAY - FRIDAY - SATURDAY - HOLIDAY - MONDAY - TUESDAY - WEDNESDAY - THURSDAY - FRIDAY TIME PATTERN 0 23 600 10 700 6 800 2 900 5 1330 12 Er430 8 15 9 1530 - 7 1800 10 2000 4 2300 23 CYCLE 70 90 105 105 90 90 90 90 105 90 90 70 TIME PATTERN CYCLE 23 70 10 90 6 105 2 105 5 90 12 90 1 90 90 105 0 600 700 800 900 1330 1430 1515 1530 1800 2000 2300 • 14 7 10 4 23 (NO (NO (NO (NO (NO SCHOOL) SCHOOL) SCHOOL) SCHOOL) SCHOOL) DESCRIPTION - NIGHT 7/7 AVG M2 0/6 AM PEAK M1 M2 AM PEAK M2 MI AVG M2 0/1 MID -DAY MI 0/1 MID -DAY MI 0/1 SCHOOL FLASHER PM PEAK M2 AVG M2 0/6 EVE 0/5 NIGHT 7/7 SECTION 129 PATTERN SCHEDULE FOR DAY # 5 DESCRIPTION - SECTION 129 PATTERN SCHEDULE FOR DAY # 4 NIGHT 7/7 AVG M2 0/6 AM PEAK M1 M2 AM PEAK M2 MI AVG M2 0/1 MID -DAY MI 0/1 MID -DAY MI 0/1 SCHOOL FLASHER PM PEAK M2 90 AVG M2 0/6 90 EVE 0/5 70 NIGHT 7/7 4 SECTION 129 TIMING DATA FOR TOD PATTERN 7 105 9M PEAK M2 111# OFF 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 S Y M LOCATION I-195W,MIAMI 2 N MIAMI AVE 2 NW 2 AVE & 6 NW 2 AVE / 6 N MIAMI AVE 8 N MIAMI AVE 2 NW 2 AVE & 5 N MIAMI AVE N MIAMI AVE N MIAMI A & N MIAMI AVE N MIAMI AVE NW 2 AVE & 3 NW 5 AVE & 3 6337 52 55 1 4 1 23 4 1 12 4 2079 98 35 13 4 1 8 3 4 13 8 4 1 8 3 2080 2 40 12 4 1 7 3 4 12 8 4 1 6 3 2031 59 80 1 4 1 7 12 4811 73 14 22 4 2 10 3 6 24 1 4 2 10 3 2070 38 27 17 4 1 12 3 4 17 4 4 1 8 3 2071 55 46 12 4 1 7 13 17 4 1 4561 14 47 1 4 1 7 15 10 4 1 10 4 1 2064 10 53 9 4 1 4 18 1 4 1 6336 52 38 1 4 38 4 1 15 4 2059 73 41 10 4 1 7 15 22 4 1 2047 32 32 2 4 63 4 2048 90 41 10 4 1 7 12 14 4 1 8 3 4620 83 64 1 4 1 20 4 1 7 3 2419 29 41 13 4 1 7 10 24 4 1 2 N MIAMI AVE • • 6 • RETROACTIVE PHASE TIME FOR 4620 NW 5 AVE & 36 ST TIME PERIOD: 1600-1805 WEDNESDAY 06-09-04 Start time of the first cycle was 1601:13 WALK BO BC CO AC AO CYCLE END TIME NSG WL EWG 0 16 0 13 0 64 105 1602:58 0 10 0 20 0 274 315 1608:13 0 18 0 12 0 64 105 1609:58 0 18 0 12 0 64 105 1611:43 0 11 0 19 0 64 105 1613:28 0 15 0 15 0 379 420 1620:28 0 13 0 17 0 64 105 1622:13 0 13 0 16 0 64 105 1623:58 0 22 0 8 0 64 105 1625:43 0 8 0 22 0 64 105 1627:28 0 7 0 22 0 64 105 1629:13 0 10 0 20 0 379 420 1636:13 0 8 0 22 0 64 105 1637:58 0 15 0 15 0 64 105 1639:43 0 8 0 21 0 64 105 1641:28 0 9 0 21 0 64 105 1643:13 0 7 0 23 0 169 210 1646:43 111 0 14 0 16 0 64 105 1648:28 0 9 0 21 0 67 108 1650:16 0 7 0 20 0 169 207 1653:43 0 12 0 18 0 64 105 1655:28 0 13 0 16 0 64 105 1657:13 0 11 0 19 0 64 105 1658:58 0 9 0 21 0 64 105 1700:43 0 7 0 22 0 64 105 1702:28 0 19 0 11 0 64 105 1704:13 0 14 0 16 0 64 105 1705:58 0 12 0 18 0 64 105 1707:43 0 13 0 16 0 169 210 1711:13 0 13 0 16 0 64 105 1712:58 0 12 0 18 0 64 105 1714:43 0 9 0 21 0 64 105 1716:28 0 9 0 21 0 64 105 1718:13 0 10 0 20 0 64 105 1719:58 0 9 0 21 0 64 105 1721:43 0 7 0 23 0 274 315 1726:58 0 9 0 21 0 64 105 1728:43 0 14 0 16 0 64 105 1730:28 0 15 0 15 0 64 105 1732:13 110 0 14 0 16 0 64 105 1733:58 RETROACTIVE PHASE TIME FOR 4620 NW 5 AVE & 36 ST TIME PERIOD: 1600-1805 WEDNESDAY 06-09-04 "WALK BO BC CO AC AO CYCLE END TIME NSG WL EWG 0 8 0 22 0 64 105 1735:43 0 14 0 15 0 64 105 1737:28 0 22 0 8 0 64 105 1739:13 0 17 0 13 0 64 105 1740:58 0 7 0 22 0 64 105 1742:43 0 14 0 15 0 64 105 1744:28 0 11 0 19 0 64 105 1746:13 0 18 0 12 0 64 105 1747:58 0 12 0 18 0 64 105 1749:43 0 7 0 23 0 64 105 1751:28 0 10 0 20 0 64 105 1753:13 0 9 0 21 0 64 105 1754:58 0 13 0 17 0 274 315 1800:13 0 12 0 18 0 121 162 1802:55 0 7 0 19 0 49 86 1804:21 0 7 0 23 0 0 38 1804:59 Incomplete data is shown for the last cycle. • • 4525 POSTED SPEED LIMITS NW 36th Street - Biscayne Boulevard to NW 12th Avenue EB 35 MPH E/O NW 10th Avenue 35 MPH E/O NW 11 th Avenue WB 35 MPH W/O NW 9th Avenue 35 MPH W/O NW 8th Avenue NW 5th Avenue - NW 37th Street to NW 29th Street NB NO POSTING SB NO POSTING NW 35th Street - NW 2nd Avenue to NW 7th Avenue EB WB NO POSTING NO POSTING NW 3rd Avenue - NW 37th Street to NW 29th Street NB SB NO POSTING NO POSTING APPENDIX D FDOT SEASONAL ADJUSTMENT FACTORS AND PROJECTIONS • ff1c e Transportation StatisticsC1�.;�.. 2003 Peak Season Factor Category Report tiL M=1-DADS NORTH MOCF = 0.99 a t eg ory: 8700 • Week Dates SF PSCF 1 01/01/2003 - 01/04/2003 1.01 1,02 2 01/05/2003 - 01/11/2003 1.01 1.02 3 01/12/2003 - 01/18/2003 1.02 1.03 4 01/19/2003 - 01/25/2003 1.01 1.02 5 01/26/2003 - 02/01/2003 1.00 1.01 6 02/02/2003 - 02/08/2003 0.99 1.00 * 7 02/09/2003 - 02/15/2003 0.98 0.99 * 8 02/16/2003 - 02/22/2003 0.99 1.00 * 9 02/23/2003 - 03'01/2003 0.99 1.00 * 10 03/02/2003 - 03/08/2003 0.99 1.00 * 11 03/09/2003 - 03/15/2003 1.00 1.01 * 12 03/16/2003 - 03/22/2003 0.99 1.00 * 13 03/23/2003 - 03/29/2003 0.99 1.00 * 14 03/30/2003 - 04/05/2003 0.99 1.00 * 15 04/06/2003 - 04/12/2003 0.99 1.00 * 16 04/13/2003 - 04/19/2003 0.99 1.00 * 17 04/20/2003 - 04/26/2003 0.99 1.00 * 18 04/27/2003 - 05/03/2003 0.99 1.00 * 19 05/04/2003 - 05/10/2003 0.99 1.00 20 05/11/2003 - 05/17/2003 0.99 1.00 21 05/18/2003 - 05/24/2003 0.99 1.00 22 05/25/2003 - 05/31/2003 0.99 1.00 23 06/01/2003 - 06/07/2003 0.99 1.00 24 06/08/2003 - 06/14/2003 1.00 1.01 25 06/15/2003 - 06/21/2003 1.00 1.01 26 06/22/2003 - 06/28/2003 1.00 1.01 27 06/29/2003 - 07/05/2003 1.00 1.01 28 07/06/2003 - 07/12/2003 1.01 1.02 29 07/13/2003 - 07/19/2003 1.01 1.02 30 07/20/2003 - 07/26/2003 1.01 1.02 31 07/27/2003 - 08/02/2003 1.02 1.03 32 08/03/2003 - 08.109/2003 1.02 1.03 33 08/10/2003 - 08/16/2003 1.02 1.03 34 08/17/2003 - 08/23/2003 1.02 1.03 35 08/24/2003 - 08/30/2003 1.02 1.03 36 08/31/2003 - 09/06/2003 1.02 1.03 37 09/07/2003 - 09/13/2003 1.01 1.02 38 09/14/2003 - 09/20/2003 1.01 1.02 39 09/21/2003 - 09/27/2003 1.01 1.02 40 09/28/2003 - 10/04/2003 1.01 1.02 41 10/05/2003 - 10/11/2003 1.01 1.02 42 10/12/2003 - 10/18/2003 1.00 1.01 43 10/19/2003 - 10/25/2003 1.00 1.01 44 10/26/2003 - 11/01/2003 1.01 1.02 45 11/02/2003 - 11/08/2003 1.01 1.02 46 11/09/2003 - 11/15/2003 1.01 1.02 47 11/16/2003 - 11/22/2003 1.01 1.02 48 11/23/2003 - 11/29/2003 1.01 1.02 49 11/30/2003 - 12/06/2003 1.01 1.02 50 12/07/2003 - 12/13/2003 1.01 1.02 51 12/14/2003 - 12/20/2003 1.01 1.02 52 12/21/2003 - 12/27/2003 1.01 1.02 53 12/28/2003 - 12/31/2003 1.02 1.03 Note: "*„ indicates peak season week Page ADT FORECAST OUNTY: 87 • DESCRIPTION • COUNTY CODE: 87 2003 2004 2005 2006 2007 2008 2009 2010 2011 2012 SR 251US-27/NW 36 ST, 200` E 1-95 16,000 16,000 16,300 16,000 16,000 16,000 1 of 1 6/14/200 0 APPENDIX E EXCERPTS FROM 2005 TRANSPORTATION IMPROVEMENT PROGRAM 0 REPORT (TIP) 0 • MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM PROJECTS INDEX - ALL APPROVED 2005 TIP Type Of Project: MPO Prof. No. RESPONSIBLE AGENCY FACILITY FromILocalion To/Location TYPE OF WORK Page # DT0001041 FOOT TOLL OPERATIONS MOX • AIRPORT EXPY TOLL. PLAZA A1-3 DT0001042 FOOT TOLL OPERATIONS MDX - SOUTH DADE TOLL PLAZA A1-3 DT0001043 FOOT TOLL OPERATIONS MDX • DOLPHIN TOLL PLAZA A1-3 DT0001632 FOOT TOLL OPERATIONS MDX - GRATIGNY TOLL PLAZA A1-3 DT1000008 FDOT NW 7 Avenue & NW 119 Street Intersection Intersection renovation: reposition of median A1-1 OT1000089 FOOT Kendale Btvd & Killian Parkway Intersection Realignment: intersection AI-1 DT1000010 FOOT West Hagler & W 102 Avenue Intersection New Construction: right turn lane . A1.1 DT1000011 FOOT SW 112 Avenue & Kendalt Dove Intersection New Construction: right tum lane A1-1 DT1000017 FOOT US 1 & Red Road Intersection Extension: Lett turn lane A1-1 0T1000021 FOOT SW 87 Avenue & SW 96 Street Intersection New Construction: left turn lanes A1-1 DT1000023 FDOT SW 87 Avenue & SW 48 Street Intersection Extension: left turn lane AI-1 DT1000024 FOOT SW 87 Avenue & SW 128 Street Intersection New Construction: 2 lanes A1-2 DT-2490351 FOOT SR 826/PALMETTO EXPY FM N OF SUNSET OR/SW 72ST TO S.W. 32ND ST. INTERCHANGE (MAJOR) Al-3 0T2493561 FOOT SR 5/US-1 FROM N OFCO LINE,MP 0.076 TO S OF STR S-18 RD,MF FLEXIBLE PAVEMENT RECONSTRUCT. A1-3 D12495281 FOOT SR 25/NW/NE 36 ST. FROM NW 7TH AVENUE TO NE 7TH AVENUE RESURFACING A1-4 012495612 FOOT SR AIA/HARDING AVE. FROM N.E. 87TH STREET TO N.E. 96TH STREET MISCELLANEOUS CONSTRUCTION A1-4 OT2495811 FOOT SR 826 & SR 836 INT. FROM NW 87 TO NW 57 AVE'S (INCL MDX EXPRESS LAN INTERCHANGE (MAJOR} Ai-5 DT2496143 FOOT SR 997JKROME AVENUE FROM S.W. 136 STREET TO SR 901SW 8 STREET FLEXIBLE PAVEMENT RECONSTRUCT. A1-5 D12496145 FOOT SR 997IKROME AVENUE AT SW 288,C'.':' 200, SW 184, SW 216TH INTERSECTIO ADO TURN LANE(S) Al-6 DT2496146 FOOT SR 9972KROME AVENUE AT SR 93/KENDALL DRIVE PD&E/EMO STUDY A1-6 DT2496152 i FOOT SR 9977KROME AVENUE FROM SR 90/SW 8 STREET TO US-27IOKEECLIOEEE FLEXIBLE PAVEMENT RECONSTRUCT Al 6 t)T2496154 FOOT SR 997/KROME AVENUE FROM SR 907SW 8 STREET TO US-27IOKEECHOBEE ENVIRONMENTAL ACTION A1.6 072496401 FOOT SR 933/NW 12 AVENUE OVER MIAMI RIVER BR.# 870662 REPLACE MOVABLE SPAN BRIDGE: A1-7 OT2496431 FOOT MIAMI INTERMODAL CTR (MIC) MANAGEMENT CONSULTANT PRELIMINARY ENGINEERING A1-7 0T2496432 - FDOT MIAMI INTERMODAL CTR WIC) LEGAL CONSULTANT FOR RENTAL CAR FACILI FUNDING ACTION A1-7 DI 2496481 FDOT SR 826/PALMETTO EXPY FROM SW 32ND STREET TO SW 16TH STREET ADD LANES & RECONSTRUCT A1-7 0T2496491 FOOT SR 826/PALMETTO EXPY FROM SW 16TH STREET TO SW 2ND STREET ADD LANES & RECONSTRUCT A1-7 UT2496501 FOOT SR 826/PALMETTO EXPY FROM NORTH OF NW 25 ST. TO NW 47TH STREET ADD LANES & RECONSTRUCT A1-8 0T2496521 FOOT SR 826/PALMETTO EXPY FROM NW62ND STREET TO NORTH OF FEC RAIL ADD LANES & RECONSTRUCT A1-8 D1'2496531 FOOT SR 826/PALMETTO EXPY FROM N. OF FEC RAILROAD TO S. OF NW_ 103RD ST_ ADD LANES & RECONSTRUCT Al-8 DT2496872 FOOT SR AlA/COLLINS AVE. FROM 22ND STREET TO 24TH STREET DRAINAGE IMPROVEMENTS A1-8 OT2497043 FOOT SR 90ISW 8TH STREET FROM SW 152ND AVENUE TO SW 127TH AVENUE LANDSCAPING A1-8 0T2497261 FOOT DISTRICTWIDE TRAFFIC CONSULTANT TRANSPORTATION STATISTICS A1-8 DT2498352 FOOT SR 5IUS-17BISC BLVD FROM NE 5TH STREET TO NE 13TH STREET FLEXIBLE PAVEMENT RECONSTRUCT. Al-9 DT2498403 FOOT SR 5IUS-11BISC BLVD FROM W. OF NE 16TH AVENUE TO WEST DIXIE HIGHWA LANDSCAPING A1.9 0T2498561 FOOT SR 5IUS-1 FROM 5 OF STR S-18, MP 6. TO CARD SND RO,MP.13. FLEXIBLE PAVEMENT RECONSTRUCT- A1-9 DT2499111 FOOT SR 907/ALTON ROAD FROM STH STREET TO MICHIGAN AVENUE RESURFACING A1-9 index • Pape 4 of 2t • MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM PROJECTS INDEX - ALL APPROVED 2005 TIP Type Of Project: MPO Proj. No. RESPONSIBLE AGENCY FACILITY Horn/Location To/Location TYPE OF WORK Page /1 DT4089011 FOOT SR 112/1-195 FROM NW 2ND AVE(MAINLINE) TO MIAMI AVE (EXIT RAM WIDEN/RESURFACE EXIST LANES A1-27 DT4090265 FDOT MIAMI-DADE COUNTYWDE GUARDRAIL INSTALLATION (NORTH) GUARDRAIL A1-28 DT4090266 FDOT MIAMI-DADE COUNTYWDE GUARDRAIL INSTALLATION (NORTH) GUARDRAIL Al-28 DT4090267 FDOT MIAMI-DADE COUNTYWDE GUARDRAIL INSTALLATION (NORTH) GUARDRAIL AI-28 DT4090268 FOOT MIAMI-DADE COUNTYWDE GUARDRAIL INSTALLATION (NORTH) GUARDRAIL A1.28 DT4090269 FOOT MIAMI-DADE COUNTYWDE GUARDRAIL INSTALLATION (NORTH) GUARDRAIL A1-28 DT4090275 FOOT MIAMI-DADE COUNTYWDE GUARDRAIL INSTALLATION (SOUTH) GUARDRAIL A1-29 DT4090276 FOOT MIAMI-DADE COUNTYWDE GUARDRAIL INSTALLATION (SOUTH) GUARDRAIL A1-29 DT4090277 FOOT MIAMI-DADE COUNTYWDE GUARDRAIL INSTALLATION (SOUTH) GUARDRAIL Al-29 DT4090278 FDOT MIAMI-DADE COUNTYWDE GUARDRAIL INSTALLATION (SOUTH) GUARDRAIL A1-29 DT4090285 FOOT MIAMI-DADE COUNTYWDE SIGNING SIGNING/PAVEMENT MARKINGS Al-29 DT4090286 FDOT MIAMI-BADE COUNTYWDE SIGNING SIGNING/PAVEMENT MARKINGS Al-29 DT4090287 FOOT MIAMI-DADE COUNTYWDE SIGNING SIGNING/PAVEMENT MARKINGS A1-30 DT4090288 FDOT MIAMI-DADE COUNTYWDE SIGNING SIGNING/PAVEMENT MARKINGS A1-30 OT4090289 FDOT MIAMI-DADE COUNTYWDE SIGN INSTALLATION SIGNINGfPAVEMENT MARKINGS A1-30 DT4090305 FDOT MIAMI-DADE COUNTYWDE CONCRETE INSTALL SIDEWALK A1-30 DT4090306 FOOT MIAMI-DADE COUNTYWDE CONCRETE INSTALL SIDEWALK A1-30 DT4090307 FDOT MIAMI-DADE COUNTYWDE CONCRETE INSTALLATION SIDEWALK A1-31 DT4090308 FDOT MIAMI-DADE COUNTYWDE CONCRETE INSTALL SIDEWALK A1-31 DT4090309 FDOT MIAMI-DADE COUNTYWOE CONCRETE INSTALLATION SIDEWALK A1-31 DT4090315 FOOT MIAMI-DADS_ COUNTYWDE FENCE INSTALLATION (NORTH} HWY-ENHANCEMENT A1-31 DT4090316 FOOT MIAMI-DADE COUNTYWDE FENCE INSTALLATION (NORTH} HWY-ENHANCEMENT A1-31 DT4090317 FOOT MIAMI-DADE COUNTYWDE FENCE INSTALLATION (NORTH} HWY-ENHANCEMENT A1-32 OT4090318 FDOT MIAMTDADE COUNTYWDE FENCE INSTALLATION (NORTH) HWY-ENHANCEMENT Al-32 DT4090319 FOOT MIAMI-DADE COUNTYWDE FENCE INSTALLATION (NORTH{) HWY-ENHANCEMENT A1-32 DT4090325 FOOT MIAMI-DADE COUNTYWDE LANDSCAPE & MAINTENANCE LANDSCAPING A1-32 D14090326 FOOT MIAMI-DADE COUNTYWDE LANDSCAPE & MAINTENANCE LANDSCAPING A1-32 DT4090327 EDOT MIAMI-DADE COUNT/WOE LANDSCAPE & MAINTENANCE LANDSCAPING A1-33 DT4090328 FDOT MIAMI-DADECOUNTYWDE LANDSCAPE AND MAINTENANCE LANDSCAPING A1-33 D14090329 FOOT MIAMI-DADE COUNTYWDE LANDSCAPE AND MAINTENANCE LANDSCAPING A1-33 DT4090335 FOOT MIAMI-DADE COUNTYWDE ASPHALT INSTALLATION MILL AND RESURFACE A1-33 DT4090336 FDOT MIAMI-DADE COUNTYWDE ASPHALT INSTALLATION MILL AND RESURFACE Al-)) DT4090337 FDOT MIAMI-DADE COUNTYWDE ASPHALT INSTALLATION MILL AND RESURFACE Al-34 D14090338 FDOT MIAMI-DADE COUNTYWDE ASPHALT INSTALLATION MILL AND RESURFACE Al-34 DT4090339 FOOT MIAMI-DADE COUNTYWDE ASPHALT INSTALLATION MILL AND RESURFACE A1.34 0T4101731 FOOT ITS PERSONNEL SUPPRT TECHNICAL ASSISTANCE Al 34 OT4101731-I FDOT ITS Personat Support ITS: personnel support, assislance A1-2 Index - Page 8 of 2e • MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM PROJECTS INDEX - ALL APPROVED 2005 TIP Type Of Project: MPO Pro). No. RESPONSIBLE AGENCY FACILITY From/Location To/Location TYPE OF WORK Page 9 DT2512511 FOOT CITY OF MIAMI BEACH DADE BLVD. BIKEIPED IMPROVEMENTS BIKE PATH A1-15 DT2512623 FOOT E. LITTLE HAVANA GREENWAYIS. RIVER DR. FM SW 12 AVE TO J,MARTI P SIDEWALK A1-15 DT2512651 FOOT SOUTH DADE GREENWAYS NETWORK BIKE PATH A1-16 DT2512652 FOOT wBISC.TRAIUSW 87 AVE FROM OLD CUTLER ROAD TO BLACK PT. PK 8 MARI BIKE PATH Al-16 DT2512712 FOOT N. BEACH REC CORRIDR FROM 53RD STREET TO 64TH STREET (PH IV) BIKE PATH A1-16 0T2516623 FOOT SR 9A11-95 FROM US-1ISO. DIXIE HWY TO NW 11TH STREET RIGID PAVEMENT RECONSTRUCTION A1-16 DT2516692 FDOT SR 9A11-95 (NIB) FROM N.W. 135TH STREET TO N.W. 151ST STREET CORRIDOR IMPROVEMENT A1-16 DT2516693 FDOT SR 9AJI-95 (SIB) FROM NW. 125TH STREET TO N.W. 135TH STREET CORRIDOR IMPROVEMENT A1-17 DT2516701 FOOT SR 83611-39511-95 FROM NW 17TH AVENUE TO MACARTHUR CSWY B PD&EIEMO STUDY Al-17 DT2516803 FOOT SERVICE PATROLS 1-95 AND SR 836 ITS FREEWAY MANAGEMENT A1-17 DT2516804 FDOT SERVICE PATROLS VARIOUS TOLL ROADS AND AVL'S LfS FREEWAY MANAGEMENT A1.17 DT2516807 FDOT SERVICE PATROL 1-195 FROM I-95 TO ALTON ROAD ITS FREEWAY MANAGEMENT A1-17 DT2516808 FOOT SERVICE PATROL 1-395 FROM I-95 TO ALTON ROAD ITS FREEWAY MANAGEMENT A1-17 DT25168O9 FOOT SERVICE PATROL 1-95 FROM US-1 TO BROWARD COUNTYLI IT5 FREEWAY MANAGEMENT A1-18 DT2516811 FOOT 1-951F/IP ENFORCEMENT AT: HOV LANES TRAFFIC OPS IMPROVEMENT A1-18 DT2516821-I FDOT SR 9A 11-95 ITS Package B2 ITS advanced traveler information system Al-2 DT2516822 FOOT I-95ISR 7 ITS FROM NW 62 STREET TO SR 860/MIAMI GARDN ITS FREEWAY MANAGEMENT AI-18 DT2516831 FDOT SR 1121I-195 ITS FROM NW 11 AVENUE TO SR 907/ALTON ROAD ADV TRAVELER INFORMATION SYSTM A1-18 DT2516841 FDOT SR 9A/I-95 GOLDEN GLADES MULTIMODAL TERMINAL PARK AND RIDE LOTS A1-18 DT2516851 FDOT SR 938-75 ICS FROM SR 826/PALMETTO EXPY TO DADE/BROWARD CO ADV TRAVELER INFORMATION SYSTM Al-18 012516861 FOOT E-395fSR ALA AIMS FROM NW 7 AVENUE EAST TO ALTON ROAD ADV TRAVELER INFORMATION SYSTM Al-19 DT-2516881 FDOT SR 83611-395 FROM EAST OF 1-95 TO MACARTHUR CSWY B FLEXIBLE PAVEMENT RECONSTRUCT. 9 DT2516882 EOOT 1-395 INTERIM NOWAY/ NE 2ND AVE FROM NE 11 ST. TO 14 ST. WIDEN/RESURFACE EXIST LANES 9 DT2521801 FOOT TRAFFIC MONITORING AND SITE IMPLEMENTATION TRANSPORTATION STATISTICS A1-71 D12522051 FOOT MIAMI-DADE MPO UNIFIED PLANNING WORK PGM TRANSPORTATION PLANNING A1-71 D14040801 FDOT SR 9A/I-95 POST CONSTRUC. EVALUATION ITS FREEWAY MANAGEMENT A1-19 DT4040801-1 FOOT SR-9A ITS: freeway management A1-2 0T4055741 FOOT MIAMI-DADE COUNTYWDE (MAINTENANCE, OPERATIONS) TRAFFIC SIGNALS Al-19 D14055781 FOOT SR 112/1 195 FROM 1-95 (NW 10TH AVE) TO BISCAYNE BAY PD&E/EMO STUDY Al-20 DT4055871.1 FOOT Traffic Signal Updates Miami -Dade Countywide ITS: signals A1-2 DT-40561(6 FOOT MIAMI-DADE COUNTYWDE GRAFFITI REMOVAL & PRESSURE CLEANING ROUTINE MAINTENANCE A1-20 DT4855117 FOOT MIAMI-DADE COUNTYWDE GRAFFITI REMOVAL & PRESSURE CLEANING ROUTINE MAINTENANCE A1-20 DT4056118 FOOT MIAMI-DADE COUNTYWDE GRAFFITI REMOVAL AND PRESSURE CLEANING ROUTINE MAINTENANCE A1-20 DT4056119 FDOT MIAMI-DADS COUNTYWDE GRAFFITI REMOVAL ROUTINE MAINTENANCE AI.20 DT4056152 FOOT N.W. 87TH AVENUE FROM NW 58TH STREET TO NW 74TH STREET NEW ROAD CONSTRUCTION Al-21 DT-4056153 FOOT N.W. 87TH AVENUE FROM NW 74T1-I STREET TO OKEECHOBEE ROAD NEW ROAD CONSTRUCTION A1-21 DT4056361 FOOT SR 901SW 8TH STREET FROM 5.7 MI E OF MICCOS.E TO 1.3 MI W. OF KROME RESURFACING A1-21 Index - Page 6 of 21 MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM PROJECTS INDEX - ALL APPROVED 2004 TIP Typo Of Project: Arierial/Collector Road MPO Proj. No. RESPONSIBLE AGENCY FACILITY From/Location TolLocation TYPE OF WORK Page 8 PW662347 MD Pubtic Works NW 72 Avenue NW 74 Street Okeechobee Road Widening: 2 to 4 lanes, bridge A1-2 PW662358 MD Public Works NW 95 Street NW 27 Avenue NW 7 Avenue Reconstruction: 4 lanes 1 New construction' turn lane A1-5 PW662360 MD Public Works SW 127 Avenue SW 120 Street SW 88 Street Widening: to 5 lanes Al. 13 PW662400 MD Public Works NW 17 Avenue Bridge over Miami River Refurbishing: bridge Al 5 PW662410 MD Public Works SW 117 Avenue SW 184 Avenue SW 152 Street Widening: 2 to 4 lanes Al-13 PW662411 MD Po tic Works SW 2 Avenue Bridge over Miami River New Construction: 4-lane bridge A PW662439U MD Pubtic Works W 127 Avenue SW 8 Street NW 12 Street Widening: 2 to 4 lanes A PW662446 MD Pubtic Works W 137 Avenue SW 8 Street NW 12 Street New Construction: la es Al-11 PW662446S MD Pub it Works W 137 Avenue SW 8th Street NW 12 Street New Construction: 6 lanes A PW662451 MD Public Works Venetian Toil Plaza Replacement: toll plaza structure A1-6 PW662470 MD Public Works Port Boo leve rd Access Improvements: U-turn Al -6 PW662472 MD Public Works NE 8 Streetltayshore Drive Biscayne Boulevard Port Boulevard New Construction: 4 lanes & baywalk A PW662472N MD Public Works NE 8 St€ee€lfiayshore Drive Biscayne Boulevard Port Boulevard New Construction: 4 lanes 8 baywalk PW663013A MD Public Works NW 74 Street NW 84 Avenue Palmetto Expressway Widening: to 5 lanes AI 2 PW6630138 MD Public Works NW 79 Avenue NW 74 Street Okeechobee Road New Construction: 5 lanes A1-2 PW6711{i7U MD Public Works SW 24 Street SW 107 Avenue SW 87 Avenue Widening 4 to 6 lanes A1-5 PW671110 MD Public Works NW 58 Street NW 107 Avenue NW 102 Avenue Widening: 2 to 4 lanes Al-3 PW671114 MD Public Works NW 97 Avenue NW 25 Street NW 41 Street Widening: 2 to 4 lanes Al-3 PW671128 MD Public Works NW 97 Avenue Bridge over SR-836 New Construction: 4 lane bridge 8 approaches A PW671129U MD Public Works SW 117 Avenue SW 40 Street SW 8 Street Widening: 2 to 4 lanes A1-6 PW671134 MD Public Works NW 110 Avenue NW 14 Street NW 25 Street Reconstruction: 4 lanes Al-3 PW671135 MD Public Works SW 97 Avenue SW 72 Street SW 40 Street Widening: 2 to 3 banes A1-3 PW671159 MD Public Works NW 12 Street NW 111 Avenue NW 1t17 Avenue New Construction, 6 lanes Al -3 PW6712113 MD Public Works NW 14 Street NW 10 Avenue 1-95 Widening: to 3 lanes/ Resurfacing Ai -5 PW6712f14 Mt} Public Works N 20 Street NW 2 Avenue NE 2 Avenue Resurfacing / Re stripe: existing lanes Al-6 PW671261 MD Public Works NE 2 Avenue NE 36 Street NE 87 Street Beautification I Resurfacing At 6 PW671268 MD Public Works NE 2 Avenue NE 91 Street NE 115 Street Reconstruction A PW671269 MD Public Works Tamiami Canal Road & Tamiami Blvd SW 8 Street Hagler Street Drainage 8 resurfacing A 1-6 PW671301B MD Public Works NW 159 Street NE 8 Avenue NE 19 Place Widening: Intersections / T.O.P I,C.S. improvernents A1-8 PW671308 MD Public Works NW 17 Avenue NW t19 Street Opa Locka Boulevard Widening: to 5lanes Al -8 PW671310 MD Public Works NW 87 Avenue NW 154 Street NW 186 Street Widening 2 to 4 lanes Al 8 PW671311 MD Public Works NW 87 Avenue NW 138 Street NW 154 Street New Construction: bridge & approact+es Al-8 PW671312 MD Public Works NE 123 i 125 Street West Dixie Highway NE 6 Avenue Widening: to 4 lanes / Higlrway closure A PW671363 MD Pubtic Works Miami Gardens Drive US- l William Lehman Causeway New Construction: 4 lanes Al-9 PW671364 MD Public Works Barbara Goleman High School Access road New Construction: 2 lanes Al-9 PW671379 Mt3 Public Works NE 12 Avenue E 151 Street NE 167 Street Widening: to 3 lanes f T.O.P.LC.S. Improvements A PW671379U MD Public Works NE 12 Avenue , NE 151 Street NE 167 Street Widening to 3 lanes Al index - Page 18 of 2r 0 APPENDIX F TRIP GENERATION AND DISTRIBUTION 10 • MUSP on NW 36th Street a- ylw 3rd Avenue Summary of Trip Generation Calculation For 112 Dwelling Units of Residential Condominium / T✓`r;nC?ouse May 13, 2004 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Hour Total 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total 6.31 0.00 0.09 0.42 0.50 0.39 0.19 0.59 0.00 0.00 0.00 0.00 0.00 0.00 7.44 0.00 0.36 0.31 0.67 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 707 10 47 57 44 22 66 833 41 35 75 Note: A zero indicates no data available. The above rates were calculated from these equations: 24--Hr. 2-Way Volume: 7-9 AM Peak Hr. Total: 4-6 PM Peak Hr. Total: AM Gen Pk Hr. Total: PM Gen Pk Hr. Total: Sat. 2-Way Volume: Sat. Pk Hr. Total: Sun. 2-Way Volume: Sun. Pk Hr. Total: LN(T) LN(T) R^2 = LN(T) R^2 = LN (T) R^2 T = R^2 = T = T= R^ 2 = T= R^2 = = . 85LN (X) + = .8LN(X) + 0.76 , 0.17 = .82LN(X) + 0.8 , 0.67 = .82LN(X) + 0.8 , 0.18 34(X) + 38.31 0.83 , 0.64 Enter, 0.366 Exit 3.62(X) + 427.93, R^2 = 0.84 .29(X) + 42.63 0.84 , 0.54 Enter, 0.46 Exit 3.13(X) + 357.26, R^2 = 0.88 .23(X) + 50.01 0.78 , 0.49 Enter, 0.51 2.55, R^2 = 0.83 .26 Enter, 0.83 Exit .32 E lter, 0.33 Exit .17 Enter, 0.82 Exit Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS .tJSP on NW 36th, Street at `;:v 3rd Avenue Summary of Trip Generation Calculation 110 For 10 T.G.L.A. of Specialty Retail Center May 13, 2004 • Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg.Weekday 2-Way Volume 7-9 Alf Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Four Total 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total Saturday 2-Way Volume 46.55 0.00 1.00 465 0.00 0.00 1.00 0 0.00 0.00 1.00 0 0.00 0.00 1.00 0 2.00 0.00 1.00 20 2.55 0.00 1.00 25 4.55 0.00 1.00 45 0.00 0.00 1.00 0 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: T = 42.78(X) + 37.66, R^2 = 0.69 7-9 AM Peak Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit 4-6 PM Peak Hr. Total: T = 2.4(X) + 21.48 R^2 = 0.98 , 0.44 Enter, 0.56 Exit AM Gen Pk Hr. Total: T = 4.91(X) + 115.59 R^2 = 0.9 , 0.48 Enter, 0.52 Exit PM Gen Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Sat. 2-Way Volume: 0, R^2 = 0 Sat. Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Sun. 2-Way Volume: 0, R^2 = 0 Sun. Pk Hr. Total: 0 R^2 = 0 , 0 Enter, 0 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Analyst HAF Date 7/28/2004 TAPJN 4525 Exit to External 18 37 Enter from External °/a Exit to External 4 0 Enler from External Vol MULTI -USE DEVELOPMENT TRIP GENERATION AND INTERNAL CAPTURE SUMMARY Land Use A ITE LU Code Size Total Internal External Enter 0 0 0 Exit : 0. , :.. , , , 0 0 ,Total.:. 0 0 ::; 0 0 0 Demand Volume 0 Balanced Vol 0 a Demand Land Use B CONDOMINIUM Vol 0 0 Demand Volume 0 Balanced % Vol o Lo ITE LU Code 230 Size 112 D.U. Total Internal External 40 3 37 Enter Exit , 20 2 18 Total 60 5 55 100% 8% 92% Demand Demand 31 12 Vol Vol 0 0 Demand Volume 0 Volume Balanced Balanced Vol % Name of Development NW 36th Street at 3rd Avenue Vol 0 0 olo Demand Demand L 12 3 Vol Demand 53 11 Vol Volume Balanced Demand Vol Volume Time period PM Peak Hour 0 Balanced Vol 0 0 Demand Land Use C SPECIALTY RETAIL ITE LU Code 814 Size 10,000 sf Total Internal External Enter 18 2 16 Exit 22 3 19 Total 40 5 35 100% 13% 88% Net External LAND USE A Trips for Multi -Use Development LAND USE B LAND USE C TOTAL Enter : 0 37 16 53 Exit 18 19 37 Total 14j.�:_r ..,asy so ..,,r444, «tt , 55 35 90 Single -Use Trip Gen. Est. , ,: s`...13,,;tii 0 =.s .: 60 40 100 Exa to Exle-ru.,k 19 16 1 Enter tronn Extol -WI NTERNAL CAPTURE 10% • • Table 7,1 Unconstrained internal Capture Rates for Trip Origins within a Multi -Use Development WEEKDAY e_.+. PEAK HOUR MIDDAY PEAK HOUR OF AEU, ACENT ;A=l2f STREET TRAFFIC from OFFICE to Office 2% 1% 2% to Retail 20% 23% 22% to Residential 0% 2% 2% from RETAIL to Office 3% 3% 3% to Retail 29% 20% 30% to Residential 7% 12% 11 % from RESIDENTIAL to Office N/A N/A N/A to Retail 34% 53% 38% to Residential N/A N/A N/A Caution: The estimated typical internal capture rates presented in this table rely directly on data collected at a limited number of multi -use sites in Florida. While 11E recognizes the limitations of these data, they represent the only known credible data on multi -use internal capture rates and are provided as illustrative of typical rates. If local data on internal capture rates by paired land uses can be obtained, the local data may be given preference. N/A — Not Available; logic indicates there is some interaction between these two land uses; however, the limited data sample on which this table is based did not record any interaction. Trip Generation Handbook Chapter 7 11 ETE 87 • • Table 7.2 Unconstrained Internal Capture Rates for Trip Destinations Within a Multi -Use Development WE=KDAY MIDDAY PEAK HOUR OF ADJACENT STREETTRAFFC DAILY to OFFICE from Office 6% 6% 2G/0 from Retail 38% 31% 15% from Residential 6% 0% N/A to RETAIL from Office 4% 2% 4% from Retail 31 % 20% 28% from Residential 5% 9% 9% to RESIDENTIAL from Office 2% 3% from Retail 37% 31% 33% from Residential N/A N/A N/A Caution: The estimated typical internal capture rates presented in this table rely directly on data collected at a limited number of multi -use sites in Florida. While I' 1 E recognizes the limitations of these data, they represent the only known credible data on multi -use internal capture rates and are provided as illustrative of typical rates. If local data on internal capture rates by paired land uses can be obtained, the local data may be given preference, N/A — Not Available; logic indicates there is some interaction between these two land uses; however, the limited data sample on which this table is based did not record any interaction. 88 ITE ■ Trip Generation Handbook Chapter 7 • • MUSP on NW 36th Street at NW 3rd Avenue CARDINAL DISTRIBUTION ENTER TAZ # 498 TRIPS 50 NNE 12.68% ENE 5.16% ESE 5.11% SSE 13.05% SSW 18.47% WSW 18.59% WNW 12.35% NNW 13.59% • MUSP on NW 36th Street at NW 3rd Avenue CARDINAL DISTRIBUTION EXIT TAZ # 498 TRIPS 32 NNE 12.68% ENE 6.16% ESE 5.11% SSE 13.05% 1 o SSW 18.47 /o WSW 18.59% WNW 12.35% NNW 13.59% 10 a MUSP on NW 36th Street at NW 3rd Avenue CARDINAL DISTRIBUTION TRANSIT (Exit) TAZ # 498 TRIPS 5 NNE 12.68% ENE 6.16% ESE 5.11% SSE 13.05% 1 a SSW 18.47 /o WSW 18.59% WNW 12.35% NNW 13.59% MUSP on NW 36th Street at NW 3rd Avenue CARDINAL DISTRIBUTION TRANSIT (Enter) TAZ # 498 TRIPS 6 NNE 12.68% ENE 6.16% ESE 5.11% SSE 13.05% 1 SSW 18.47% WSW 18.59% WNW 12.35% NNW 13.59% 1 M.a.T_-Dade 1999 Validation Distribution Report DIRECTIONAL DISTRIBUTION S?,`mmARY ORIGIN CARDINAL DIRECTIONS ! TOTAL ZONE NNE ENE' ESE SSE SSW WSW WNW NN7iJ 496 TRIPS 129 49 54 123 177 189 141 133 995 PERCENT 12.96 4.92 5.43 12.36 17.79 18.99 14.17 13.37 497 TRIPS 121 53 52 117 168 178 112 130 931 PERCENT 13.00 5.69 5.59 12.57 18.05 19.12 12.03 13.96 498 TRIPS 616 299 248 6634 897 903 600 660 4857 PERCENT 12.68 6.16 5.11 13.05 18.47 18.59 12.35 13.59 499 TRIPS 192 91 75 157 258 266 194 208 1441 PERCENT 13.32 6.32 5.20 10.90 17.90 18.46 13.46 14.43 500 TRIPS 379 94 147 419 410 539 350 395 2733 PERCENT 13.87 3.44 5.38 15.33 15.00 19.72 12.81 14.45 501 TRIPS 339 133 125 323 322 610 381 383 2616 PERCENT 12.96 5.08 4.78 12.35 12.31 23.32 14.56 14.64 502 TRIPS 249 107 91 210 223 485 278 302 1945 PERCENT 12.80 5.50 4.68 10.80 11.47 24.94 14.29 15.53 503 TRIPS 1070 374 429 837 1028 1756 1203 1359 8056 PERCENT 13.28 4.64 5.33 10.39 12.76 21.80 14.93 16.87 504 TRIPS 594 231 282 251 1210 1358 756 916 5598 PERCENT 10.61 4.13 5.04 4.48 21.61 24.26 13.50 16.36 505 TRIPS 838 327 399 313 1772 1982 1426 1413 8470 PERCENT 9.89 3.86 4.71 3.70 20.92 23.40 16.84 16.68 506 TRIPS 869 360 340 470 824 1596 1211 1209 6879 PERCENT 12.63 5.23 4.94 6.83 11.98 23.20 17.60 17.58 507 TRIPS 649 336 322 223 1206 1286 1231 1021 6274 PERCENT 10.34 5.36 5.13 3.55 19.22 20.50 19.62 16.27 508 TRIPS 72 201 137 19 75 321 193 122 1140 PERCENT 6.32 17.63 12.02 1.667 5.58 28.16 16.93 10.70 509 TRIPS 267 117 78 46 471 702 623 531 2835 PERCENT 9.42 4.13 2.75 1.62 16.61 24.76 21.98 18.73 510 TRIPS 18 31 11 3 26 88 61 42 280 PERCENT 6.43 11.07 3.93 1.07 9.29 31,43 21.79 15.00 36- 12/31/01 APPENDIX G FDOT QUALITY/LOS HANDBOOK TABLE 4-7 7 .ALE 4 - GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided 1 Undivided 2 Divided 3 Divided A 150 1.060 1.600 Lcvcl of Ser.-i,e B C D E 340 670 950 1,720 2,500 3.230 2.590 3.740 4.540 1.300 3,670 5.500 STATE TWO-WAY ARTERIALS Class i (>0 00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A 6 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 E S60 890 1,860 2,790 3,540 Class II (2.00 to 4.50 si_ralized intcrscctions per male) Level of Service Lanes Divided A B C D 1 Undivided 2 Divided 3 Divided 4 Divided 00 100 220 340 440 590 1,360 2.110 2.790 810 1,710 2.570 3.330 ... E 850 1,800 2,710 3,500 Class Ill (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 Seri. B C 280 650 1,020 1,350 ee D 660 1.510 2.330 3.070 9 810 1,720 2,580 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 1 Undivided 2 Divided 3 Divided 4 Divided 00 • Level of Ser B C .. 270 650 1,000 1,350 .. .. ** D 720 1.530 2,390 3.130 E 780 1,660 2,490 3250 Interchange spacing > 2 mi. apart Lanes 2 3 4 5 6 A 1,270 1,970 2,660 3,360 4,050 FREEWAYS Level of Scr..icc B C D 2,110 3.260 4,410 5,560 6,710 Interchange spacing < 2 mi. apart Lanes 2 3 4 5 6 A 1,130 1,780 2,340 3,080 3.730 2,940 4.550 6,150 7,760 9.360 80 5.530 7,480 9.440 11,390 Level of Service 8 C D 1,840 2,890 3,940 4,990 6.040 2,660 3.440 4,180 5,410 5,700 7,360 7,220 9,340 8.740 11,310 E 3,980 6,150 8.320 10,430 12,650 E 3,910 6,150 8,380 10,620 12,850 Lanes Divided 1 Undivided 2 Divided 3 Divided Lanes Divided 1 Undivided 2 Divided NON -STATE ROADWAYS Major City'County Roadways Level of Service A .. B C D .* .. .. 480 760 1,120 1,620 1,740 2.450 E 810 1,720 2,580 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D E •• •* 250 530 660 .. 580 1.140 1,320 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 0-49o/n 50-84% 85-100% A .. 160 Level of Service B C .. 130 380 170 210 >380 D 7720 >210 .** E >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% 8 5-100% Sidewalk Coverage 0-84% 85.100°/a A ** .. B rr .. 120 Level of Service C D E 330 810 520 990 >590 .. 590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A 8 C .* >5 >4 >6 >4 >3 D >3 >2 ... Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee. FL 32399-0450 http://www 1l.myflorida.com'planning/systems.srt los default.htm 02122/02 ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Lanes Median 1 Divided 1 Undivided Multi Undivided Multi Undivided Left Turns Lanes Yes No Yes No Adjustment Factors +5% -20% -51% -25% ONE WAY FACILITIES Increase corresponding volume 20% 'This table does not constitute a standard and should be used only for zeneral planting applications. The computer rnedeis from which this table is derived should be used for more specific planning applications. The table and deriving computer models should not be used for corridor sr intersection design, w5nrt more refined techniques exist. Values shown art hourly directional volumes for levels of service and are for the automobile:t:uck modes unless specifically sired. Level of service letter grade thresholds are probably not comparable across modes and, therefore, cross modal compartsnns should be made with caution. Furthermore, combining levels of service of different modes into one overall roadway level of service is not recommended. To convert to annual average daily traffic volumes, these. volumes must be divided by appropriate 0 and K factors. The tabie'S opr value defaults and level of service criteria appear on the following page. Calculations are based on planning applications of the Highway Capacity Manual. Bicycle LOS Model, Pedestrian LOS Model and Transit Capacity and Quality of Service Manual, respectively for the automobilurruck, bicycle, pedestrian and bus ;nodes. "Cannot be achieved using table input value defaults. '"Not applicable for that level of service letter grade. For automobile :nee modes_ valames greater than level of service D become F because intersection capacities have been reached. For bicycle and pedestrian modes. the ie\ el of see -vice letter grade (including Fi is not achievable, because there is no maximum vehicle volume threshold using table input value defaults. 97 • APPENDIX H PUBLIC TRANSIT RECORDS • Table H-1 NW 36th STREET CORRIDOR - TRANSIT RIDERSHIP & CAPACITY Bus Route 36 EB Headways during 4-6 PM Period 8 (See Route Schedules in this Apendix) 20 21 14 5 20 20 60 minutes 1 Ave. H.W. of 15.4 minutes = 3.90 buses/hr Average # of Seats = 41.5 x 3.90 = 162 seats/hr Average # of Passengers = 20.5 x 3.90 = 80 passengers/hr WB Headways during 4-6 PM Period 16 (See Route Schedules in this Apendix) 9 15 20 16 4 20 20 60 minutes / Ave. H.W. of 15.0 minutes = 4.00 buses/hr Average # of Seats = 41.2 x 4.00 = 165 seats/hr Average # of Passengers = 14.6 x 4.00 = 58 passengers/hr Bus Route J EB Headways during 4-6 PM Period 20 (See Route Schedules in this Apendix) 20 20 70 20 20 60 minutes / Ave. H.W. of 20.0 minutes = 3.00 buses/hr Average # of Seats = 41.3 x 3.00 = 124 seats/hr Average # of Passengers = 16.3 x 3.00 = 49 passengers/hr WB Headways during 4-6 PM Period 2 (See Route Schedules in this Apendix) 19 20 20 20 20 60 minutes / Ave. H.W. of 16.8 minutes = 3.57 buses/hr Average # of Seats = 38.4 x 3.57 = 137 seatslhr Average # of Passengers = 32.4 x 3.57 = 116 passengers/hr Corridor Totals EB = 286 seatslhr EB = 129 passengers/hr WB = 302 seatslhr WB = 174 passengers/hr • • Table H-2 N MIAMI AVENUE CORRIDOR - TRANSIT RIDERSHIP & CAPACITY Bus Route 2 NB Headways during 4-6 PM Period 15 (See Route Schedules in this Apendix) 15 15 14 15 15 15 60 minutes / Ave. H.W. of 14.9 minutes = 4.03 buses/hr Average # of Seats = 39.9 x 4.03 = 161 seats/hr Average # of Passengers = 16.6 x 4,03 = 67 passengers/hr SB Headways during 4-6 PM Period 15 (See Route Schedules in this Apendix) 17 16 15 15 15 60 minutes / Ave. H.W. of 15.5 minutes — 3.87 buses/hr Average # of Seats = 39.4 x 3.87 = 152 seats/hr Average # of Passengers = 16.6 x 3.87 = 64 passengers/hr • Bus Ridership People on Route Location Date Direction Time Board TAP JN 4525 Seats Occupied 36 NW 2nd Avenue @ NW 36th Street 3/8/2004 WB 16:28 10 42 WB 18:33 18 42 1/28/2004 WB 17:48 25 42 10/16/2003 WB 17:35 14 38 WB 17:12 6 42 73 206 14.6 41.2 35.44% 36 NW 2nd Avenue @ NW 36th Street 3/8/2004 EB 15:48 36 42 EB 17:58 20 42 1/28/2004 EB 17:05 10 42 10/16/2003 EB 16:59 39 38 EB 16:36 10 42 3/11/2003 EB 17:06 8 43 Totals 123 249 Avg. 20.5 41.5 49.40% . Bus Ridership People on Route Location Date Direction Time Board TAP JN 4525 Seats Occupied J NW 2nd Avenue @ NW 36th Street 7/11/2003 NB / EB 17:58 15 42 8/27/2003 NB / EB 16:09 24 38 8/5/2003 NB / EB 17:18 12 42 NAB / EB 16:38 14 43 65 165 16.3 41.3 39.39% NW 2nd Avenue @ NW 36th Street 2/18/2004 WB / SB 16:55 51 38 8/28/2003 WB / SB 16:04 29 38 8/27/2003 WB / SB 17:14 30 38 8/5/2003 WB / SB 18:19 11 42 1/29/2003 WB / SB 17:59 41 36 Totals 162 192 Avg. 32.4 38.4 84.38% • Bus Ridership Ur TAP JN 4525 People on Route Location Date Direction Time Board Seats Occupied 2 NW 2nd Avenue @ NW 36th Street 2/3/2004 SB 16:08 14 38 SB 17:40 7 38 2/3/2004 SB 15:47 9 43 SB 17:36 6 38 2/13/2003 SB 16:16 8 42 SB 17:50 7 42 SB 19:42 10 38 5/12/2003 SB 16:32 3 38 SB 19:12 13 38 Totals 77 355 Avg. 8.6 39.4 21.69% 2 NW 2nd Avenue @ NW 36th Street 2/3/2004 NB 16:45 26 38 NB 16:31 14 43 NB 18:13 7 38 NB 18:30 19 42 2/13/2003 NB 17:00 20 42 5/12/2003 NB 17:15 18 38 NB 19:47 12 38 Totals 116 279 Avg. 16.6 39.9 41.58% • • DORM, 1. CENTER NW 53 St vaol'alw ti CO MIAMI SPRINGS Rouse 36 Kliann Springs All operators must turn the engine off imrneadiately upon arriving at the end of the line. Do not race the engine after layover: "Po l Nahkoda Westward i)r ! 1— s� — 0 41 St {Lafayette} NW 36 St NW 37 St NW 38 St Note: Serve circle before going to layover NW 36 St • Route 36 ALL BUSES ARt. WV13LF:LCISAIR ACCESSIBLE ALLAPATTAH STATION . NW36St w z NE 36 St Route 36 A KocER EFFECTIVE: December 7, 2003 CORRECTED: NW57Ave DESTINATION SIGN East East Bast West West Allapattah - OOC9 32 Avenue - OOCC Omni - 0007 Doral - 87 Ave. - 00C13 Miami Springs - OOCA Out Of Service - 02D6 Allapattalt Metrorait Station WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. NE 17 Terr NE 15 St L OMNI Bus O 'Fermium] North Map not to scale I I /1)3 Transit M I A ;M I- D A D E TRANSIT INFORMATION: 305-770-3131 Residents Sou , of SW 216 St_: v71-3131 TTY Users for deafihard of heanng): 554-6530 Monday-Fnday. 6 a_^; to 10 p_m. Weekends. 6 a.='. iD 6 p.m. T.;a7 dade.gov ROUTE 36 SCHEDULE SERVICE: WEEKDAY DIRECTION: WESTBOUND Omni NE36Stl NW36St NW36St NW36St `NW36St Miami NW53 Metro ; Allapattah I Springs st Mover Bus Bis ayne I Station 32 Ave 33 Ave 42 Ave 1 57 Ave & 87 Ave Blvd & N. II Royal �il, 02:50PM 02:58PM 1 03:07PM 03:19PM 03:20PM II 03:25PM 11 03:29PM 1 1, 03:44PM 03:05PM j 03:13PM 1[03:22PM 03:34PM 03:35PM 103:40PM ij 03:44PM 03:56PM : 03:10PM I 03:18PM j 03:27PM 03:39PM 03:40PM I-03:45PM 11 03:49PM 1 i 04:04PMI 03:30PM 1 03:38PM j 03:47PM 03:59PM j 04:00PM 1 04:05PM ! 04:11PM 1 : 04:26PM 03:50PM 103:58PM II 04:07PM 104:19PM ! 04:20PM 1 04:25PM 11 04:3 1 PM j : 04:46PM 04:06PM I 04:14PM 1 04:23PM j 04:35PM 04:36PM 1 04:41 PM , 04:47PM 104:59P% 04:15PM 104:23PM li 04:32PM 04:44PM 104:45PM 11 04:50PM 1104:56PM !' : 105:11PM' 04:30PM 04:38PM i 04:47PM 04:59PM 05:OOPM 05:05PM ',I 05:11 PM ij : ;05:26PM 04:50PM j' 04:58PM 1L05:07PM 05:19PM 05:20PM 05:25PM 105:31 PM H ' 05:46PM 05:06PM 105:14PM ; 05:23PM [ 05:35PM 05:36PM 05:41PM II 05:47PM Ij 05:59PM I : 105:10PM 1105:18PM ' 05:27PM 1 05:39PM I-05:40PM 05:45PM 05:51 PM 1 i 06:06PM 05:30PM 105:38PM I,; 05:47PM 1 05:59PM 06:00PM [ 06:05PM 06:09PM k I:06:24PM 105:50PM [05:58PM'Ij06:07PM 06:18PM 106:19PM 06:24PM 06:28PM ICI : :06:43PMj 106:20PM1106:27PM 106:36PM 06:47PM [_ 06:48PM 06:53PM ]'L 06:57PM 1107:0GPM! : 06:50PM ', 06:57PM H 07:06PM 07:15PM 1 07:16PM 107:21PM 107:25PM j 07:40PM 107:OOPM 1 07:06PM ." 07:13PM 07:22PM 07:30PM ; 07:36PM H 07:43PM 07:52PM II 07:53PM 1 07:58PM 108:02PM l' 08:11P,' : 108:20PM 1108:25PM'il 08:32PM 08:41PM (E 08:42PM f 08:47PM d 08:51PM 1 109:04PM 08:50PM = 08:55PM [ 09:02PM 09:11PM j : 1 : : 09:30PM , 09:35PM II 09:42PM ! 09:51 PM ' e i I : : : CLOSE WINDOW = TO P • • Route J WHEELCHAIR BIKE ACCESSIBLE ACCESSIBLE po�nci;,h © a NW36St NW36St Miami International II Airport re a) a) CORAL GABLES SW 40 St Douglas Road Metrorail Station < co co Allapattah Metrorail Station Biscayne NE38st 72 St u) MIAMI BEACH ° ac of ct� 41st t44St cv North Map not to scale Transit [ A :M I- 1 A U E MIA TRANSIT INFORMATION: 305-770-3131 Residents Scutt of SW 215 St: 305-891-3131 TTY Users (for deafih-cro or hearng): 305-554-6530 Monay-Friday, o" a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. WN-N. m am dade.gov ROUTE J SCHEDULE Douglas Road Station SERVICE: WEEKDAY Coral Way LeJeune Rd 02:00PM j02:O9PM 02:20PM 102:29PM 02:4OPM 02:59PM 102:49PM I03:08PM Flagler St & 42 Ave 02:16PM; DIRECTION: EASTBOUND 02:36PM` 02:56PM1 03:19PM 103:28PM 03:37PM1103:46PMj f04:06PM {04:17PM 04:26PM 03:57PM 04:37PM [04:57PM 05:17PMj 05:40PM 04:46PM j05:06PM 05:26PMI 05:49PM{ 06:03PM 106:11 PMi 06:45PMj 03:16PM, 03:36PM 06:37PM 07:09PM 08:10PM 09:10PM 110:19PM 11:19PM 03:54PM L04:14PM 04:34PMI Miami lnti Airport 02:27PM 02:47PM 03:07PM 03:27PM 03:47PM 04:O5PM NW 36 St & 42 Ave 04:25PM 04:45PM 04:54PMJ 05:O5PM 05:14PNII05:25PM 05:36PMj.05:39PMj05:40PM NW 36 St & 33 Ave NW 36 1AUapattah ' Station 32 Ave 02:36PM 02:39PM102:40PMJE 02:51PM 02:56PM 102:59PM 103:00PM 03:11 PM 03:16PM1!03:19PMj103:20PM�, 03:31 PM 103:39P1,-j03:40PM I 03:51PM 03:59PM' 04:OOPMjj 04:11 PM 03:36PM 03:56PM 04:16PM04:19PMH04:20PM'�, 04:31 PM 04:39PM': 04:40PMIi 04:51PM 04:36PM 04:56PM 05:16PM 05:34PM 05:45PM 05:57PM 06:17PM 06:5 PM 07:16PM1 07:21 PM 08:22PM1 [09:22 PM 10:26PM1110:3OPMl 11:26PM 11:30PM€ 08:17PM 09:17PM 06:08PM 06:27PM 07:01 PM 05:56PM 06:17PM 06:36PM 07:06PM ]04:59PM''H05:00PM05:11PM 105:19PMII05:20PM�� 05:31PM 05:51PM I NE 36 St ! 41 St & ` & Alton Biscayne F Rd Blvd 03:01 PM 03:21 PM 03:08PM 03:28PM 03:41PM3[03:48PM 04:02PM[04:O9PM 04:22PM 04:42PM ,05:02PM 05:22PM' 05:42PM 304:29PM 104:49PM I05:09PM 105:29PM j05:49PM 06:02PM106:09P11i1 105:59PMf06:00PM ! 05:10PM 06:19PM 06:26PMj 106:201PM06:21 PM 06:31 PM 1106:40PM 06:47PM3 106:39PML06:4OPM 06:50PM [06:59PM 07:06PMI 07:09PM07:10PMj 07:18PM I07:26PM 07:32PMj 07:31PM, 07:36PMJ 07:39PM r07:40PMji, 07:48PM 07:56P 08:02PM 08:40PM108:41 PM j 08:49PM08:57PM j09:03PM 09:32PM I09:37PMJ 09:40PM109:41 PM I 09:49PM 10:44 PM 08:32PM 08:37PM 10:39PM 11:39PM 11:44PME 41 St & Collins Ave 03:13PM 03:33PM 03:53PM 04:14PM 04:34PM 104:54PM 105:14PM 05:34PM 05:54PM 06:14PM 06:31PM 06:52PM 07:11PM 07:37PM 108:07PM 09:08PM 10:07PM 11:13PM 12:13AM 09:57PM,j10:03PM 10:47PM i0:48PMI 10:56PM l 11:04PMjj11:09PM 11:47PM''11:48PM1111:56PM 112:04AM112:09AM 111 =TOP CLOSE WINDOW Date Last Edited Wed Oct 15 10:55 C7 2003 Transit M I A M I- D A U E MIS TRANSIT INFORMATION: 305-77i .cs:ce :s SC..'.n of SW 216 St.: 305-i TTY Use- r deaf/hard of hearing): 305-( Mor jay -Fri y, 6 a.m. ii Weekends, nerds, 9 a.m. rrsw.mar^i( ROUTE J SCHEDULE 72 St & Collins Ave 41 St & Indian Creek 02:38PM 02:49PM 103:14PM 103:23PMj103:34PM 1 [03:43PM? 03-03PM SERVICE: WEEKDAY DIRECTION: WES1 i 23 St 43 St !NE 36 St Allapattah� NW 36 NW 36 '� NW 36 Miami & Prairie & & St & St & li St & Intl Ave Michigan ,Biscayne Station 32 Ave 33 Ave 1 42 Ave Airport Ave i Blvd '�_ .J 03:03PM 03:12PM [03:24PM 03:25PM 03:30PM 03:40PM 103:20PM [03:28PM 03:37PM „03:49PM103:SOPM03:55PM 04:07PM j103:40PM� 03:48PM 03:57PM �04:09PM 04:10:PM11O4:15PM1 04:27PM 104:OOPM 104:O7PM ; 04:16PM J!04:28PM[04:29PM1 04:34PM1104:46PM j - 1 1 03:55PM104:02PM 104:09PM 1 04:19PM 1104:32PM11 r I 104:04PM1104:15Pt* : Ir 04:21PO4:28PM1104:37PM 104:49PM 04:50PM'::04:55PM105:07PM[ 04:24PM 04:35PM I j 104:41 PM iO4:48PMI I 04:57PM 105:09PM1.05 10PM05:15PM105:27PM 04:55PM € 1I : I105:01PMf 105:08PMh 05:17PM 1105:29PM1105:30PM'', 05:35PM1105:47PMt 05:04PM [05:15PM f 05:21 PM105:28PMJ1 05:37PM J05:49PM 105:50PM 05 55PM1;06:O7PMf[ 105:24PM105:35PM, 105:41 PM1105:48PM [ 05:57PM 1106:09PMJ106:10PMi o6:15PM1106:24PM1( [05:44PM 05:55PMI1 11 : j!06:O1PMP06:08PM106:17PM I06:28PM 06:29PM:. 06:34PM 06:43PM 06:15PMI[06:25PM 1 f! 06:30PM„06:37PMII 06:46PM 110^ 11 8P', p 1, I II �n.57PM 06:5„� {t�07�0 M�!07:10PM� 106:55PM1 07:05PM 1 07:10PM 107:17PMif 07:24PM 07:33PM'107:34PM 1{ � II ., 07.3.,PM07:46PM,�� 07:35PMI 07:45PM 1 107:50PM [07:57PM1108:04PM 108:13PM 08:14PM'08:19PM;108:26PM l I08:15PM1`08:25PM11 I ji 1r � i� 1, 08:30PMO8:37PM�j 08:44PM 108:53PM` 08:54P,�,1�0$ 59PMii09:D6PM[ '09:05PMI I 109:17PM109:24PM 10933PM1109:34PM '' 09:39PM 109:46PM1E 109:45PM 09:55PM[[ 11 1110:OOPM 110:O6PM11 10:13PM 110:22PMMT1L10:23PM:'10 28PM 110:34PM[ 1-10:40PM 110:49PM 1 : 10:53PM1110:59PM 11:06PM I111:15PM:11:16PM 11:21PM1111:27PM1 11:49PM1111:5$PM ! : : 12:14AM1112:23AM11,12:24AM ;12:29AM1112:35AM 1112:23AM; : 1 : 1112:27A r1'I`112:32AM! 12:39AM 12:48AM,' : j1 : 1[ 03,54PM 41 St & Alton Rd 02.55PM 04:44PM 108:55PM 12:02AM 12:07AM CLOSE WINDOW V TOP 09:10PM ID Route 2 • • WHEELCHAIR ACCESSIBLE Legend WEEKENDS ONLY 'rz"------- MDCC Downtown Campus to NE 2 Ave & 84 St Parkway Regional Hospital a) z NW 95 St Shortturn North Map not to scale NE 167 St E a) z NW 20 St NW 14 St CD CNI NW 79 St NE 163 St NE 87 St c-4 Lu NE 84 St NW 14 St cL) NW 8 St 0 IPI Overtown Metrorail Station NW/ NE6 St SW/ z Downtown Bus Terminal ••••••=1111 SE1 St Goverment Center Metrorail Station Transit M I A &1 I- U A ll E :ZPA -., TRANSIT INFORMATION: 305-770-3131 Resents South of SW 218 St. 305-831-3131 TTY Users (for deaf/hard of heahrng), 305-654-6530 Monday -Friday, n a.m. to 10 p_m. Weekends, 9 a.m. to 5 p.m. www.mam=dade gcv ROUTE 2 SCHEDULE SERVICE: WEEKDAY DIRECTION: NORTHBOUND SW 1 St Overtown NW 36 NW 62 St NW 2 NE 2 Ave ' NW 119 NW 167 NE 167 St & Miami Station St & Ave & I St St '&15Ave Ave &2Ave 2Ave &79St 84St &North Miami Ave &North Miami Ave: Mall "0-3:55PM 04:10PM 04:OOPM 04:15PM I04:16PM 04:31 PM 04:25PM1 04:30PM 104:46PM 04:40PMJ [04:55PMI 05:10PM 05:25PM1 105:4OPM 05:45PM 05:55PM[[ 06:00PM 106:10PM 06:15PM 04:45PM 05:00PM 05:15PM 05:30PM 106:30PM 106:35PM 06:50PM 07:10PM 106:55PM 107:14PM '07.30PM I07:34PM 08:OOPM 08:30PM. 108:04PM 108:34PM I09:OOPM 109:04PM ,09:40PMI109:44PM 110:10PM 11:10PM 10:14PM 11:14PM 05:01PM 05:15PM 05:30PM 05:45PM 06:OOPM 06:15PM 06:30PM 06:50PM 07:10PM 07:27PM 07:47PM 08:17PM 08:47PM 09:14PM 09:54PM 10:24PM 11:24PM 04:31 PM 04:46PM 05:01 PM 05:14PM 05:28PM 05:43PM 05:58PM 06:13PM' 06:28PM 04:45PM 04:50PM j 05:05PM 1 05:18PM 11 11 05:40PM 04:58PM 105:07PM 1 05:51PM 11 06:OOPM . 06:43PM 07:03PM 107:22PM 05:47PM II fl06:02PM it 06:17PM 11 106:40PM 06:47PM II 07:06PM II 07:34PM 06:51PM 07:00PM II 07:45PM II 07:54PM is I07:39PM 107:42PM II I07:59PM 08:02PM j 08:29PM IL 08:59PM 11 09:02PM 09:25PM 1 09:28PM 10:05PM 10:08PM 10:35PM 11:35PM 10:38PM 08:41 PM 08:52PM 09:01 PM 1 1 11:38PM CLOSE WINDOW TOP MIA HTT' P://WWW.f^.f"7.SAiANAE-nA1"1 it c.nca'3... 7/2f,/2ff4 • Transit M I A M. DADE TRANSIT INFORMATION: 305-770-3131 Res[dents South of SW 216 St.: 305-891.3131 TTY Users (for deaf/hard of hearing) 305-654-6530 Monday -Friday, 6 a.m. to 10 p_m. Weekends, 9 a_m. to 5 p.m. rrrar miamidade.gov ROUTE 2 SCHEDULE SERVICE: WEEKDAY DIRECTION: SOUTHBOUND NE167St`NW167St NW 119 St INE 2 Ave & NW2Ave NW36St SW 1 St&I SW 1 St , & 15 Ave & North & North ! 84 St & 79 St & 2 Ave 1 Ct I & Miami I Mall Miami Ave Miami Ave i Ave 03:26PM 03:35PM j 03:48PM : il 04:01 PM i? 04:17PM I 04:31 PM J 04:38PM] - I : j 04:12PM [I 04:16PM jj 04:32PM 1 04:46PM ;j04:53PMj : j : 04:29PM 104:33PM [04:49PM 05:03PM j05:08PM : : i1 : 04:45PM i 04:49PM 05:05PM 105:18PM I05:23PM 04:32PM 04:41PM 1 04:54PM : P05:07PM j 05:20PM II 05:33PM `05:38PM j : 05:19PM 105:22PM 1 05:35PM II 05:48PM 1I05:53PM1 : 05:34PM I�I 05:37PM ii 05:50PM 06:03PM �I06:08PM 05:20PM 05:29PM j05:45PM : 105:57PM I€ 06: i 0PM 06:23PM j 06:28PM 06:14PM 06:17PM I06:30PM 06:43PM j 06:48PM : i • : : 06:34PM l[ 06:37PM 106:50PM j 07:03PM ,I07:08PM i06:23PM 06:32PM 06:48PM : ;I07:00PM I07:12PM II1 07:23PM I107:28PMI = ;I 07:27PM i, 07130PM 107:42PM ' 07:53PM =07:58PM I 07:28PM 07:37PM 107:49PM jj : II 08:00PM i:08:12PM [ 08:23PM j 08:28PM : : : I 08:27PM r 08:30PM Ii 08:42PMlr 08:53PM I08:58PM[ j Ej I : i 09:12PM I 09:15PM 109:24PM II 09:34PM 09:38PM j 09:18PM [ 09:25PM r 09:35PM : 09:45PM II 09:54PM l 10:04PM 0 0:08PM : I' j 10:32P II10:35PM 10:44PM i 10:54PM j10:58PM TOP CLOSE WINDOW Date Last Ed=1e0 Wed Oct 15 10 55 07 2003 MI! 1-!TTP://WWW.C©.MIAM1-DADE.FL.US/TRANSIT/ROUTES/ CHWWUL .ASP7... 7/26/2004 • APPENDIX I CAPACITY ANALYSES PULL REPORT ;General information Site information [Analyst haf !Agency or Co. TAP Date Performed 6/10/2004 Time Period PM Peak Hour Intersection NW 36 Street & 5 Avenue Area Type All other areas Jurisdiction City of Miami Analysis Year 2004 Peak Season Intersection Geometry Grade = 0 0 t 0 Grade = 0 Show Nat Arrow i I T _T ° r R . _____L____,,,._ FF ' ' = T R L T Grade = 0 iryir 1i =LR Grade = 0 '"" = L T R i 1 Volume and Timing Input BB WB NB SB L LT Tel RT LT TH RT LT TH RT LT TH RT Volume (vph) 6 592 40 86 459 5 58 5 145 3 2 13 % Heavy veh 0 4 4 5 5 0 3 0 4 0 0 0 P H P 0.88 0.88 0.88 0.86 0.86 0.86 0.75 0.75 0.75 0.64 0.64 0.64 Actuated (P/A) PPPA A A PPPP PP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 5 0 1 0 112 0 7 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N Y N Y Parking/hr 3 2 Bus stops/hr 0 0 0 0 0 0 0 0 0 Ped tinning 3.2 3.2 3.2 3.2 WB Only EW Perm 03 04 NS Perm 06 07 08 G= 14.0 G= 65.0 G= G= G= 13.0 G= G= G= Timing Y= 3 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 105.0 • • 1/ VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description NW 36 Street & 3 Avenue MUSP - 2004 Existing Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 6 592 40 86 459 5 58 5 145 3 2 13 PHF 0.88 0.88 0.88 0.86 0.86 0.86 0.75 0.75 0.75 0.64 0.64 0.64 Adj. Flow Rate 7 673 40 100 534 5 77 7 44 5 3 9 Lane Group L T R L TR L T R LTR Adj. flow rate 7 673 40 100 539 77 7 44 17 Prop. LT or RT 0.000 0.000 0.000 -- 0.009 0.000 -- 0.000 0.294 -- 0.529 Saturation Flow Rafe Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 1 1 1 0 1 1 1 0 1 0 NV 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 1.000 0.962 0.962 0.952 0.953 0.971 1.000 0.962 1.000 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.885 0.890 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 fLU 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 fLT 0.463 1.000 -- 0.950 1.000 -- 0.746 1.000 -- 0.941 - Secondary fLT -- 0.265 - -- -- fRT -- 1.000 0.850 -- 0.999 -- 1.000 0.850 -- 0.929 fLpb 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- 1.000 -- fRpb -- 1.000 1.000 -- 1.000 -- 1.000 1.000 -- 1.000 Adj. satflow 880 1827 1553 1719 1808 1377 1900 1374 1477 Sec. adj. satflow -- 480 -- -- -- • CAPACITY AND LOS WORKSHEET General Information Project Description NW 36 Street & 3 Avenue MUSP - 2004 Existing Capacity Analysis '. EB WB NB SB Lane group L T R L TR L T R LTR Adj. flow rate 7 673 40 100 539 77 7 44 17 Satflow rate 880 1827 1553 1719 1808 1377 1900 1374 1477 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.62 0.62 0.62 0.78 0.78 0.12 0.12 0.30 0.12 Lane group cap. 545 1131 961 540 1412 170 235 419 183 vic ratio 0.01 0.60 0.04 0.19 0.38 0.45 0.03 0.11 0.09 Flow ratio 0.01 0.37 0.03 0.30 0.06 0.00 0.03 0.01 Crit. lane group N Y N N N Y N N N Sum flow ratios 0.48 Lost time/cycle 15.00 Critical vlc ratio 0.56 Lane Group Celiac ty,`Contr©l Delay, and LOS Determination EB WB NB SB Lane group L T R L TR L T R LTR Adj. flow rate 7 673 40 100 539 77 7 44 17 Lane group cap. 545 1131 961 540 1412 170 235 419 183 v/c ratio 0.01 0.60 0.04 0.19 0.38 0.45 0.03 0.11 0.09 Green ratio 0.62 0.62 0,62 0.78 0.78 0.12 0.12 0.30 0.12 Unit delay di 7.7 12.1 7.8 5.8 3.6 42.7 40.5 26.2 40.8 Delay factor k 0.50 0.50 0.50 0.11 0.11 0.50 0.50 0.11 0.50 Increm, delay d2 0.0 2.3 0.1 0.2 0.2 8.5 0.2 0.1 1.0 PF factor 1, 000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 7.7 14.4 7.9 6.0 3.8 51.2 40.7 26.3 41.8 Lane group LOS A B A A A D D C D Apprch. delay 13.9 4.1 42.1 41.8 Approach LOS 8 A D D Intersec. delay 12.5 Intersection LOS 8 HCS 2000T M Copyright 2000 University of Florida, All Rights Reserved Version 4.1 • FULL. REPORT General Information Site Information Analyst haf Agency or Co. TAP Date Performed 6/10/2004 Time Period PM Peak Hour Intersection NW 36 Street & 5 Avenue Area Type All other areas Jurisdiction City of Miami Analysis Year 2007 without Project Intersection Geometry "" .:; Grade = 0 0 1 0 Grade = 0 i I Show Nosh Anew /- = T 1 1 o R i 1 =L 1 1 ' f T R - 1 _ LT Grade= 0 : l - * ' , i i� � i - -LR i 1 ,r 1 1 i Grade = 0 am =LTR Volume and Timing Input :. :Tti. _.> EB WB NB SS LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 6 720 44 91 574 5 62 5 154 3 2 14 % Heavy veh 0 4 4 5 5 0 3 0 4 0 0 0 P H f= 0.88 0.88 0.88 0.86 0.86 0.86 0.75 0.75 0.75 0.64 0.64 0.64 Actuated (P/A) PPPA A A PPPP P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 5 0 1 0 112 0 7 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N Y N Y Parking/hr 3 2 Bus stops/hr 0 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 WB Only EW Perm 03 04 NS Perm 06 07 08 Tinning G= 14.0 G= 65.0 G= G= G= 13.0 G= G= G= Y= 3 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 105.0 • VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General information Project Description NW 36 Street & 3 Avenue MUSP - 2007 without Project Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 6 720 44 91 574 5 62 5 154 3 2 14 P H F 0.88 0.88 0.88 0.86 0.86 0.86 0.75 0.75 0.75 0.64 0.64 0.64 Adj. Flow Rate 7 818 44 106 667 5 83 7 56 5 3 11 Lane Group L T R L TR L T R LTR Adj. flow rate 7 818 44 106 672 83 7 56 19 Prop. LT or RT 0.000 -- 0.000 0.000 -- 0.007 0.000 -- 0.000 0.263 -- 0,579 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 Num. of lanes 1 1 1 1 1 0 1 1 1 0 1 0 fW 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 1.000 0.962 0.962 0.952 0.953 0.971 1.000 0.962 1.000 fig 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.885 0.890 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 fLU 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 fLT 0.409 1.000 -- 0.950 1.000 -- 0.745 1.000 -- 0.946 -- Secondary fLT -- 0.182 -- -- -- fRT -- 1.000 0.850 -- 0.999 -- 1.000 0.850 -- 0.922 fLpb 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- 1.000 -- i fRpb -- 1.000 1.000 -- 1.000 -- 1.000 1.000 -- 1.000 Adj. satflow 778 1827 1553 1719 1808 1374 1900 1374 1475 Sec. adj. satflow -- 330 -- - -- i • CAPACITY AND LOS WORKSHEET General Information Project Description NW 36 Street & 3 Avenue MUSP - 2007 without Project Capacity Analysis EB WS NB SB Lane group L T R L TR L T R LTR l Adj. flow rate 7 818 44 106 672 83 7 56 19 Satflow rate 778 1827 1553 1719 1808 1374 1900 1374 1475 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.62 0.62 0.62 0.78 0.78 0.12 0.12 0.30 0.12 Lane group cap. 482 1131 961 443 1412 170 235 419 183 vfc ratio 0.01 0.72 0.05 0.24 0.48 0.49 0.03 0.13 0.10 Flow ratio 0.01 0.45 0.03 0.37 0.06 0.00 0.04 0.01 Crit. lane group NY N N N Y N N N Sum flow ratios 0.57 Lost time/cycle 15.00 Critical vic ratio 0.66 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane group L T R L TR L T R LTR Adj. flow rate 7 818 44 106 672 83 7 56 19 Lane group cap. 482 1131 961 443 1412 170 235 419 183 vie ratio 0.01 0.72 0.05 0.24 0.48 0.49 0.03 0.13 0.10 Green ratio 0.62 0.62 0.62 0.78 0.78 0.12 0.12 0.30 0.12 Unif. delay di 7.7 13.8 7.8 9.0 4.0 42.9 40.5 26.5 40.8 Delay factor k 0.50 0.50 0.50 0.11 0.11 0.50 0.50 0.11 0.50 Increm. delay d2 0.1 4.0 0.1 0.3 0.3 9.7 0.2 0.1 1.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 7.7 17.8 7.9 9.3 4.3 52.6 40.7 26.6 42.0 Lane group LOS A 8 A A A D D C _ D Apprch. delay 17.2 4.9 42.1 42.0 Approach LOS 8 A D D lntersec. delay 14.2 Intersection LOS 8 HCS2000TM Copyright C 2000 University of Florida, All Rights Reserved 'viersior 4.1d t-LiLL t-Ctrvtt t General lrtformation = Site Information Analyst haf Agency or Co. TAP Date Performed 6/10/2004 Time Period PM Peak Hour Intersection NW 36 Street & 5 Avenue Area Type All other areas Jurisdiction City of Miami Analysis Year 2007 With Project Intersection Genrrmetry " Grade = 0 0 1 0 i ! I ! Grade = 0 Shaw N[v itt Arrow I i F 1 ! R ') 1 i 11 L :III! 1 = T R i Grade = 0 = 1 ` = L R i Grade 0 "C' " 1 1 1 = LTR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 6 725 44 91 577 5 62 5 154 3 2 14 Heavy veh 0 4 4 5 5 0 3 0 4 0 0 0 P H F 0.88 0.88 0.88 0.86 0.86 0.86 0.75 0.75 0.75 0.64 0.64 0.64 I i Actuated (P/A) PPPA A APPPP PP Startup lost time 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/BikeiRTOR Volume 0 5 0 1 0 112 0 7 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N N N N Y N Y Parking/hr 3 2 Bus stops/hr 0 0 0 0 0 0 0 0 0 Ped timing 3.2 3.2 3.2 3.2 WB Only EW Perm 03 04 NS Perm 06 07 08 Timing G= 14.0 G= 65.0 G= G= G= 13.0 G= G= G= Y= 3 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 105.0 • VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General Information Project Description NW 36 Street & 3 Avenue MUSP - 2007 With Project . _ . Voluni& Adjustment - 1- EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH l RT Volume 6 725 44 91 577 5 62 5 154 3 2 j 14 PHF 0.88 0.88 0.88 0.86 0.86 0.86 0.75 0.75 0.75 0.64 0.64 0.64 Adj. Flow Rate 7 824 44 106 671 5 83 7 56 5 3 11 Lane Group L T R L TR L T R LTR Adj. flow rate 7 824 44 106 676 83 7 56 19 1 Prop. LT or RT 0.000 -- 0.000 0.000 -- 0.007 0.000 -- 0.000 0.263 -- 0.579 Saturation Flow Rate Base satflow 1900 1900 1900 1900 1900 1900 1900 1900 1900 J Num. of lanes 1 1 1 1 1 0 1 1 1 0 1 0 fW 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 1.000 0.962 0.962 0.952 0.953 0.971 1,000 0.962 1.000 fc3 1.000 1.000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 fp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.885 0.890 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 fLU 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 fLT 0.408 1.000 -- 0.950 1.000 -- 0.745 1.000 -- 0.946 -- Secondary fLT -- 0.179 -- - -- fRT -- 1.000 0.850 -- 0.999 -- 1.000 0.850 -- 0.922 fLpb 1.000 1.000 -- 1.000 1.000 -- 1.000 1.000 -- 1.000 fRpb -- 1.000 1.000 -- 1.000 -- 1.000 1.000 -- 1.000 Adj. satflow 775 1827 1553 1719 1808 1374 1900 1374 1475 Sec. adj. satflow -- 324 -- -- -- • • CAPACITY AND LOS WORKSHEET General Information Project Description NW 36 Street & 3 Avenue MUSP - 2007 With Project Capacity Analysis . EB WB NB SB Lane group L T R L TR L T R LTR Adj. flow rate 7 824 44 106 676 83 7 56 19 Satflow rate 775 1827 1553 1719 1808 1374 1900 1374 1475 Lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green ratio 0.62 0.62 0.62 0.78 0.78 0.12 0.12 10.30 0.12 Lane group cap. 480 1131 961 439 1412 170 235 419 183 v/c ratio 0.01 0.73 0.05 0.24 0.48 0.49 0.03 0.13 0.10 Flow ratio 0.01 0.45 0.03 0.37 0.06 0.00 0.04 0.01 Crit. lane group NY N N N Y N N N Sum flow ratios 0.57 Lost time/cycle 15.00 Critical v!c ratio 0.67 Lane Group Capacity, Control Delay, and LOS ©eterminaiiort EB WB NB SB Lane group L T R L TR L T R LTR Adj. flow rate 7 824 44 106 676 83 7 56 19 Lane group cap. 480 1131 961 439 1412 170 235 419 183 v/c ratio 0.01 0.73 0.05 0.24 0.48 0.49 0.03 0.13 0.10 Green ratio 0.62 0.62 0.62 0.78 0.78 0.12 0.12 0.30 0.12 Unit delay di 7.7 13.9 7.8 9.2 4.0 42.9 40.5 26.5 40.8 Delay factor k 0.50 0.50 0.50 0.11 0.11 0.50 0.50 0.11 0.50 Increm. delay d2 0.1 4.1 0.1 0,3 0.3 9.7 0.2 0.1 1.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 7.7 18.0 7.9 9.5 4.3 52.6 40.7 26.6 42.0 Lane group LOS ABA A A D D C Apprch. delay 17.4 5.0 42.1 42.0 Approach LOS B A D D Intersec. delay 14.3 Intersection LOS B 1-!CS2000T M Copyright © 2000 University of Florida, All Rights Reserved Version 4.10 TWO-WAY STOP CONTROL SUMMARY General Information • Site Information Analyst haf Agency/Co, TAP Date Performed 6/10/2004 Analysis Time Period PM Peak Hour Intersection NW 35 St & 3 Ave Jurisdiction City of Miami Analysis Year 2004 Peak Season I j Project Description NW 36th Street at 3rd. Avenue MUSP East/West Street: NW 36th Street North/South Street: NW 3rd Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R J Volume (veh/h) 83 641 16 26 496 30 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate (veh/h) 92 712 17 28 551 33 Proportion of heavy vehicles, PHy 0 -- 0 Median type Undivided RT Channeiized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 12 25 42 8 23 42 Peak -hour factor, PHF 0.70 0.70 0.70 0.74 0.74 0.74 Hourly Flow Rate (vehlh) 17 35 60 10 31 56 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach Y Y Storage 1 1 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Control Delay, Queue Length; -Level of Service - , Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR Volume, v (vph) 92 28 112 97 Capacity, cm (vph) 1001 884 291 412 v/c ratio 0.09 0.03 0.38 0.24 Queue length (95%) 0.30 0.10 1.74 0.90 Control Delay (slveh) 9.0 9.2 28.8 20.1 LOS A A D C Approach delay (s/veh) -- -- 28.8 20.1 Approach LOS -- -- D C HCS2000T yi Copyright 2003 University of Florida, All Rights Reserved Version 4.l TWO-WAY STOP CONTROL SUMMARY General Information ' Site informiation Analyst haf Agency/Co. TAP Date Performed 6/10/2004 Analysis Time Period PM Peak Hour Intersection NW 36 St & 3 Ave Jurisdiction City of Miami Analysis Year 2007 without Project Project Description NW 36th Street at 3rd Avenue MUSP EastANest Street: NW 36th Street NorthiSouth Street: NW 3rd Ave w/NBLT Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments' - ": Major Street Eastbound 1 Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (vehfh) 88 773 17 28 611 32 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate (vehfh) 97 858 18 31 678 35 Proportion of heavy vehicles, PHv 0 -- -- 0 - Median type Undivided RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 13 27 45 8 24 45 Peak -hour factor, PHF 0.73 0.73 0.73 0.74 0.74 0.74 Hourly Flow Rate (veh/h) 17 36 61 10 32 60 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 l Percent grade (%) 0 0 Flared approach Y Y Storage 1 1 RT Channelized? 0 0 Lanes 1 1 0 0 1 0 Configuration L TR LTR Control Delay, Cli eue Length; Level of Service _j<-: Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR LTR Volume, v (vph) 97 31 17 97 102 Capacity, cm (vph) 896 779 65 254 287 vlc ratio 0.11 0.04 0.26 0.38 0.36 Queue length (95%) 0.36 0.12 0.92 1.71 1.55 Control Delay (s/veh) 9.5 9.8 79.0 27.7 28.6 LOS A A F D D Approach delay (s/veh) -- -- 35.3 28.6 Approach LOS . -- -- E D [JC52000T M Copyright © 2003 University of Florida, Ail Rights Reserved Version 4. L. TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst haf Agency/Co. TAP Date Performed 6/10/2004 Analysis Time Period PM Peak Hour Intersection NW 36 St 8, 3 Ave Jurisdiction City of Miami Analysis Year 2007 With Project Project Description NW 36th Street at 3rd Avenue MUSP East/West Street NW 36th Street North/South Street: NW 3rd Ave w/NBLT Lane Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 88 786 21 63 622 32 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate (veh/h) 97 873 23 70 691 35 Proportion of heavy vehicles, PHv 0 __ 0 Median type Undivided RT Channelized? 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 I Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 14 27 63 8 24 45 Peak -hour factor, PHF 0.73 0.73 0.74 0.74 0.74 0.74 Hourly Flow Rate (veh/h) 19 36 85 10 32 60 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach Y Y Storage 1 1 RT Channelized? 0 0 Lanes 1 1 0 0 1 0 Configuration L TR LTR Control Delay, Queue Length; Level Of Service .' Approach ES WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR LTR Volume, v (vph) 97 70 19 121 102 Capacity, cm (vph) 886 766 53 257 221 v/c ratio 0.11 0.09 0.36 0.47 0.46 Queue length (95%) 0.37 0.30 1.29 2.35 2.24 Control Delay (s/veh) 9.6 10.2 106.9 30.9 38.1 LOS A 8 F D E Approach delay (s/veh) -- -- 41.2 38.1 Approach LOS -- -- E E HCS2000T yI Copyright © 2003 University of Florida, All Rights Reserved Version 4 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst haf Agency/Co. TAP Date Performed 6/10/2004 Analysis Time Period PM Peak Hour Intersection NW 35 St & 5 Ave Jurisdiction City of Miami Analysis Year 2004 Peak Season Project Description NW 36th Street at 3rd Avenue MUSP East/West Street: NW 35th Street North/South Street: NW 5th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments e .. Major Street Northbound Southbound Movement 1 2 3 4 5 _. L T R L T R Volume 14 176 17 8 112 8 Peak -Hour Factor, PH F 0.90 0.90 0.90 0.89 0.89 0 89 Hourly Flow Rate, HFR 15 195 18 8 125 8 Percent Heavy Vehicles 0 __ -- 10 -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 1 1 0 Configuration LT TR L TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 11 28 3 29 18 8 ' I Peak -Hour Factor, PHF 0.83 0.83 0.83 0.71 0.71 0.71 1 Hourly Flow Rate, HFR 13 33 3 40 25 11 Percent Heavy Vehicles 5 5 5 0 2 0 Percent Grade (%) 0 0 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L LTR LTR v (vph) 15 8 49 76 C (m) (vph) 1464 1298 621 741 vie 0.01 0.01 0.08 0.10 95% queue length 0.03 0.02 0.26 0.34 .l Control Delay 7.5 7.8 11.5 11.0 LOS A A 8 B Approach Delay -- -- 11.5 11.0 Approach LOS -- -- 8 B Rights Reserved HCS2000T `i Version 4.ld Copyright s) 2003 University of Florida, All Rights Reserved Version 4.1 d TWO-WAY STOP CONTROL SUMMARY • General Information Site Information Analyst haf Agency/Co. TAP Date Performed 6/10/2004 Analysis Time Period PM Peak Hour intersection NW 35 St & 5 Ave Jurisdiction City of Miami Analysis Year 2007 without project Project Description NW 36th Street at 3rd Avenue MUSP East/West Street: NW 35th Street North/South Street: NW 5th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes'and Adjustments'''-: Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 15 187 15 10 119 8 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.89 0.89 0.89 Hourly Flow Rate, HFR 16 207 16 11 133 8 Percent Heavy Vehicles 0 -- -- 10 -- -- Median Type Undivided RT Channelized 0 1 0 Lanes 0 2 0 1 1 0 a Configuration LT TR L TR Upstream SJ nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 12 30 3 31 18 8 Peak -Hour Factor, PHF 0.83 0.83 0.83 0.71 0.71 0.71 Hourly Flow Rate, HFR 14 36 3 43 25 11 Percent Heavy Vehicles 5 5 5 0 2 0 Percent Grade (%) 0 0 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L LTR LTR v (vph) 16 11 53 79 C (m)(vph) 1455 1287 598 713 vfc 0.01 0.01 0.09 0.11 95% queue length 0.03 0.03 0.29 0.37 "s Control Delay 7.5 7.8 11.8 11.2 LOS A A B B Approach Delay -- -- 11.8 11.2 Approach LOS -- -- B B Copyright t 2003 University of Florida, All Rights Reserved Version -1_i . TWO-WAY STOP CONTROL SUMMARY • General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period haf TAP 6/10/2004 PM Peak Hour Intersection Jurisdiction Analysis Year NW35St&5Ave City of Miami 2007 With Project Project Description NW 361h Street at 3rd Avenue MUSP East/West Street: NW 35th Street North/South Street: NW 5th Avenue Intersection Orientation: North -South Study Period (hrs): 0.2 Vehicle Volumes and Adjustments . Major Street Northbound South bound Movement 1 2 3 4 5 6 L T R L T R Volume 15 187 16 10 119 8 Peak -Hour Factor, PHF 0.90 0.90 0.90 0,89 0.89 0.89 Hourly Flow Rate, HFR 16 207 17 11 133 8 Percent Heavy Vehicles 0 — -- 10 - -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 1 1 0 Configuration LT TR L TR Upstream Signal 0 1 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 13 30 3 31 18 8 Peak -Hour Factor, PHF 0.83 0.83 0.83 0.71 0.71 0.71 Hourly Flow Rate, HFR 15 36 3 43 25 11 Percent Heavy Vehicles 5 5 5 0 2 0 Percent Grade (%) 0 0 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service - Approach Movement NB 1 SB 4 7 Westbound 8 9 10 Eastbound 11 12 Lane Configuration LT L LTR LTR v (vph) 16 11 54 79 C (m) (vph) 1455 1286 596 713 vlc 0.01 0.01 0.09 0.11 95% queue length 0.03 0.03 0.30 0.37 Control Delay 7.5 7.8 11.9 11.2 LOS A A 8 B Approach Delay 11.9 11.2 10 Approach LOS Rights Reserved HCS2000TM Version 4.ld Copyright © 2003 University of Florida, All Rights Reserved Version 4.1 J. TWO-WAY STOP CONTROL SUMMARY IIAgency/Co. General Information = Site Information Analyst haf TAP Date Performed 6/10/2004 Analysis Time Period PM Peak Hour Intersection NW 35 St & 3 Ave Jurisdiction City of Miami Analysis Year 2004 Peak Season i Project Description NW 36th Street at 3rd Avenue MUSP East/West Street: NW 35th Street North/South Street: NW 3rd Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volume s and Adjustments' Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 11 57 7 11 47 7 Peak -Hour Factor, PHF 0.84 0.84 0.84 0.90 0.90 0.90 Hourly Flow Rate, HFR 13 67 8 12 52 7 Percent Heavy Vehicles 6 -- -- 6 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 12 24 8 10 19 9 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.86 0.86 0.86 Hourly Flow Rate, HFR 13 27 9 11 22 10 Percent Heavy Vehicles 4 4 4 5 5 5 Percent Grade ()/4) 0 0 Flared Approach Y Y Storage 1 1 RT Channeiized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 I Lane Configuration LTR LTR LTR LTR v (vph) 13 12 49 43 C(m)(vph) 1520 1499 913 966 v/c 0.01 0.01 0.05 0.04 95% queue length 0.03 0.02 0.17 0.14 Control Delay 7,4 7.4 9.8 9.7 LOS A A A A Approach Delay -- -- 9.8 9.7 Approach LOS -- -- A A Rights Reserved HCS 2OOOTM Version 4.1d Copyright © 2003 University of Florida, All Rights Reserved Verson 4_id TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst haf Agency/Co. TAP Date Performed 6/10/2004 Analysis Time Period PM Peak Hour Intersection NW 35 St & 3 Ave Jurisdiction City of Miami Analysis Year 2007 without Project Project Description NW 36th Street at 3rd Avenue MUSP I East/West Street: NW 35th Street North/South Street: NW 3rd Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 j Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 13 60 7 12 50 7 Peak -Hour Factor, PHF 0.84 0.84 0.84 0.90 0.90 0.90 Hourly Flow Rate, HFR 15 71 8 13 55 7 Percent Heavy Vehicles 6 -- -- 6 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 13 25 6 11 20 12 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.86 0.86 0.86 Hourly Flow Rate, HFR 14 28 6 12 23 13 Percent Heavy Vehicles 4 4 4 5 5 5 Percent Grade (%) 0 0 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 15 13 48 48 C (m) (vph) 1516 1494 837 1003 v/c 0.01 0.01 0.06 0.05 95% queue length 0.03 0.03 0.18 0.15 Control Delay 7.4 7,4 10.0 9.7 LOS A A 8 A Approach Delay -- -- 10.0 9.7 Approach LOS -- -- 8 A HCS20001- 1 Version 4.1d Copyright © 2003 University of Florida, All Rights Reserved Version 4.td TWO-WAY STOP CONTROL SUMMARY 111 ii General Information Site Information Analyst haf Agency/Co. TAP Date Performed 6/10/2004 Analysis Time Period PM Peak Hour Intersection NW 35 St & 3 Ave Jurisdiction City of Miami Analysis Year 2007 With Project Project Description NW 36th Street at 3rd Avenue MUSP EastNVest Street: NW 35th Street North/South Street: NW 3rd Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 j L T R L T R Volume 13 60 7 12 50 7 Peak -Hour Factor, PHF 0.84 0.84 0.84 0.90 0.90 0.90 j Hourly Flow Rate, HFR 15 71 8 13 55 7 Percent Heavy Vehicles 6 - -- 6 -- -- Median Type Undivided RT Channelized 1 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR , Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 13 25 6 12 20 12 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.86 0.86 0.86 Hourly Flow Rate, HFR 14 28 6 13 23 13 Percent Heavy Vehicles 4 4 4 5 5 5 Percent Grade (%) 0 0 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 15 13 48 49 C (m) (vph) 1516 1494 837 995 v/c 0.01 0.01 0.06 0.05 95% queue length 0.03 0.03 0.18 0.16 Control Delay 7.4 7.4 10.0 9.8 LOS A A 8 A Approach Delay -- -- 10.0 9.8 Approach LOS -- -- B A HCS2000T it Copyright © 2003 University of Florida, Alt Rights Reserved Version 4. t d TWO-WAY STOP CONTROL SUMMARY General lnformatiort Site Information Analyst haf Agency/Co. TAP Date Performed 6/10/2004 Analysis Time Period PM Peak Hour Intersection NW 36 St & Retail Drive Jurisdiction City of Miami Analysis Year 2007 with Project Project Description NW 36th Street at 3rd Avenue MUSP East/West Street: NW 36th Street INorth/South Street: Retail Driveway Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 0 876 6 14 667 0 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate (veh/h) 0 973 6 15 741 0 Proportion of heavy vehicles, PHv 0 0 - i Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 1 1 0 Configuration TR L T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 6 0 19 0 0 0 Peak -hour factor, PHF 0.70 0.70 0.70 0.74 0.74 0.74 Hourly Flow Rate (veh/h) 8 0 27 0 0 0 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N Y Storage 1 1 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR f Control Delay, Queue Length;` Level of Service.. Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR Volume, v (vph) 15 35 Capacity, cm (vph) 713 298 vlc ratio 0.02 0.12 Queue length (95%) 0.06 0.39 Control Delay (s/veh) 10.2 18.7 LOS 8 C Approach delay (s/veh) -- — 18.7 Approach LOS -- — C HCS2000T M Copyright i;' 2003 University of Florida, All Rights Reserved Version 4.1d TWO-WAY STOP CONTROL SUMMARY General Information > Site Information Analyst haf ency/Co. TAP Oil to Performed 6/13/2004 naiysis Time Period PM Peak Hour Intersection NW 3 Ave & Parking Garage Jurisdiction City of Miami i Analysis Year 2007 With Project Project Description NW 36th Street at 3rd Avenue MUSP East/West Street: Parking Garage Exit North/South Street: NW 3rd Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes -and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 1 84 0 0 69 39 Peak -Hour Factor, PHF 0.84 0.84 0.84 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 100 0 0 76 43 Percent Heavy Vehicles 6 -- -- 6 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT 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 19 20 1 ak-Hour Factor, PHF 0.88 0.88 0.88 0.75 0.86 0.75 Wurly Flow Rate, HFR 0 0 0 25 0 1 Percent Heavy Vehicles 4 4 t 0 5 0 Percent Grade (%) 0 0 Flared Approach Y Y Storage 1 •1 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service ' ` .4 Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 1 26 C (m) (vph) 1444 870 vl c 0.00 0.03 95% queue length 0.00 0.09 Control Delay 7.5 9.4 LOS A A Approach Delay -- -- 9.4 Illf proach LOS -- -- A rrHtc Rr,cenrr d HCS2000T''t Version 4.1 d Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d 0 APPENDIX J COMMITTED DEVELOPMENTS 0 0 NW 34trt St DI/ 0 --� 0�-' 0 1 ! �-0 i) ! Praa�s�d n �, flsiO.� i f j 1 �o 1 I ! ! 1 it 1 t 1 + I t 1 ! j 1 1 proposed N 32nd St Extension 1 1 t t ! 1 1 ! 1 ! ! t t 1 ! 1 24-1 ! 1 a 1 g t t Proposed NE 31st StEz.tension _4 t 1 1 t 6(2i) 6{21)- 0 F 0 --15(16) 10(111 Scale Miles 0 0.025 0.05 0.075 0.1 Figure 3 2 Midtown Class II Project Turning Movement Volumes Legend 2 AM Peak Hour Volume (8) PM Peak Hour Volume -i--}" FEC Railroad NE 29th St -�— Existing Roads - Proposed Roads Site Boundary !. ri Kniey-� ill,� r } and AsscdateS, irc. April 2. 2004 NW 34th St -r -0 ..`max IN� -44(i36) IProocsed N3=tn 5t Extension 0-r 1 T t 1 0-y max', i f N 1 1 1 1 1 1 I 1 I t 1 t 1 f 1 11 11 1 1 N432nd St Extons,_o; �I r1 Prooased .......„.—.1 1 r ! 1 1 1 1 / >I / mI 1 �r 1 1 1 I r tt r -,:.-11 j'°1 ....... Pr000sed NE31st St Extensiol �..�....� ^ c .=.7i I I I I I I 0 16(55) ---*! f t f 12(30)�1 V -5th S ;_S 27 39(100) 0 0^ 25(65) w---fl 0 0---� ! 1 r 1 1 1 1 1 1 1 Legend g AM Peak Hour Volume (20) PM Peak Hour Volume NM NNW IS FEC Railroad Existing Roads Proposed Roads Project Boundary NE 29th St Miles Figure 5 Shops at Midtown Miami Project Turning Movement Volumes Pr- t• r lGr ey bib.- EMI__ and Ass,:as. April 2. 2204 0.025 0.05 0.075 0.1