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Tab 2 Traffic Impact Analysis(Appendices C to I)
• APPENDIX C TRAFFIC SIGNAL OPERATING DATA • • • • 2388 NW 27 AVE & 17 ST TIMING FOR DAY # 3 (SECTION 56) PAGE 4 TIME PT OFF NSG G v R EGA F G Y R NL Y S Y M CYC MIN: 20 16 1 5 0 23 47 41 1 4 1 4 16 1 4 1 5 3 6 81LATE NIT 130 21 47 41 1 4 1 4 16 1 4 1 5 3 6 81LATE NIT 315 24 47 41 1 4 1 4 16 1 4 1 5 3 7 81RECALL T 345 21 47 41 1 4 1 4 16 1 4 1 5 3 6 81LATE NIT 500 5 47 41 1 4 1 4 16 1 4 1 5 3 6 81LATE NIT 600 9 56 56 1 4 1 4 10 1 4 1 5 3 90AVG M2 0 630 6 54 72 1 4 1 4 14 1 4 1 5 3 110PRE & PO 700 12 21 80 1 4 1 4 16 1 4 1 5 3 120AM PEAK 730 11 21 80 1 4 1 4 16 1 4 1 5 3 120AM PEAK 800 2 54 80 1 4 1 4 16 1 4 1 5 3 120AM PEAK 900 6 54 72 1 4 1 4 14 1 4 1 5 3 110PRE & PO 930 7 53 75 1 4 1 4 11 1 4 1 5 3 110NOON M2 1300 13 53 75 1 4 1 4 11 1 4 1 5 3 110AFT M2 0 1330 10 53 75 1 4 1 4 11 1 4 1 5 3 110AFT SCH 1400 14 53 75 1 4 1 4 11 1 4 1 5 3 110AFT SCH 1500 10 53 75 1 4 1 4 11 1 4 1 5 3 110AFT SCH 1530 13 53 75 1 4 1 4 11 1 4 1 5 3 11OAFT M2 0 1600 4 19 88 1 4 4 16 1 4 1 12 3 1359M PEAK 1830 8 92 70 1 4 1 4 15 1 4 1 6 3 11OPOST PM 1915 9 56 56 1 4 1 4 10 1 4 1 5 3 90AVG M2 0 2404 NW 27 AVE & N RIVER DR TIMING FOR DAY # 3 (SECTION 56) PAGE 4 TIME PT OFF NSG G Y R EWM Y EWW F G Y R NSL Y S Y M CYC MIN: 18 5 20 1 5 0 23 62 24 1 4 1 6 3 5 11 1 4 1 6 3 70LATE NIT 130 21 62 20 1 4 1 6 3 5 10 1 4 1 6 3 7 65LATE NIT. 315 24 62 24 1 4 1 6 3 5 15 1 4 1 6 3 7 74RECALL T 345 21 62 20 1 4 1 6 3 5 10 1 4 1 6 3 7 65LATE NIT 500 5 62 24 1 4 1 6 3 5 11 1 4 1 6 3 70LATE NIT 600 9 42 30 1 4 1 9 3 5 17 1 4 1 11 3 90AVG M2 0 630 6 67 38 1 4 1 15 3 5 20 3 4 1 12 3 110PRE & PO 700 12 43 45 1 4 1 15 3 5 20 6 4 1 12 3 120AM PEAK 730 11 43 45 1 4 1 15 3 5 20 6 4 1 12 3 120AM PEAK 800 2 67 45 1 4 1 15 3 5 20 6 4 1 12 3 120AM PEAK 900 6 67 38 1 4 1 15 3 5 20 3 4 1 12 3 110PRE & PO 930 7 67 37 1 4 1 18 3 5 20 1 4 1 12 3 110NOON M2 1300 13 64 44 1 4 1 12 3 5 19 1 4 1 12 3 110AFT M2 0 1330 10 64 44 1 4 1 12 3 5 19 1 4 1 12 3 110AFT SCH 1400 14 64 44 1 4 1 12 3 5 19 1 4 1 12 3 110AFT SCH 1500 10 64 44 1 4 1 12 3 5 19 1 4 1 12 3 110AFT SCH 1530 13 64 44 1 4 1 12 3 5 19 1 4 1 12 3 110AFT M2 0 1600 4 4 50 1 4 1 17 3 5 20 13 4 1 13 3 135PM PEAK 1830 8 109 35 1 4 1 15 3 5 20 5 4 1 13 3 110POST PM 1915 9 42 30 1 4 1 9 3 5 17 1 4 1 11 3 90AVG M2 0 • APPENDIX D FDOT SEASONAL ADJUSTMENT FACTORS • • Print Date: Nov/29/2005 Florida Department of Transportation Transportation Statistics Office 2004 Peak Season Factor Category Report MIAMI-DADE NORTH Category: 8700 • • • Week Dates SF 1 01'01/2004 - 01!03/2004 1.00 2 01/04/2004 - 01/10/2004 1.00 3 01111 /2004 - 01 / 17/2004 0.99 4 01/1812004 - 01/24/2004 0.99 5 01/25/2004 - 01/3112004 0.99 * 6 02/01/2004 - 02/07/2004 0.98 * 7 02/08/2004 - 02/14/2004 0.98 * 8 02/15 /2004 - 02/21/2004 0.97 * 9 02/22/2004 - 02/28/2004 0.97 * 10 02/29/2004 - 03/06/2004 0.97 * II 03/07/2004 - 03/13/2004 0.97 * 12 03'14/2004 - 03/20/2004 0.96 * 13 03/2I/2004 - 03/27/2004 0.97 * 14 03/28/2004 - 04/03/2004 0.97 * 15 04/04/2004 - 04/10/2004 0.98 * 16 04/11/2004 - 04/17/2004 0.98 * 17 04/18/2004 - 04/24/2004 0.98 * 18 04/25/2004 - 05/01/2004 0.98 19 05/02/2004 - 05/08/2004 0.99 20 05/09/2004 - 05/15/2004 0.99 21 05/16/2004 - 05/22/2004 0.99 22 05/23/2004 - 05/29/2004 0.99 23 05/30/2004 - 06/05/2004 0.99 24 06/06/2004 - 06/ 12/ 2004 1.00 25 06/13/2004 - 06/1912004 1.00 26 06/20/2004 - 06/26/2004 1.01 27 06/27/2004 - 07/03/2004 1.02 28 07/04/2004 - 07/10/2004 1.03 29 07/11/2004 - 07,/17/2004 1.04 30 07/18/2004 - 07/24/2004 1.04 31 07/25/2004 - 07/31/2004 1.03 32 08/01/2004 - 08/07/2004 1.03 33 08/08/2004 - 08/14/2004 1.02 34 08/15/2004 - 08/21/2004 1.02 35 08/22/2004 - 08/28/2004 1.03 36 08/29/2004 - 09/04/2004 1.04 37 09/05/2004 - 09/11/2004 1.05 38 09/12/2004 - 09/18/2004 1.06 39 09/19/2004 - 09/25/2004 1.05 40 09/26/2004 - 10/02/2004 1.03 41 10/03/2004 - 10/09/2004 1.01 42 10/10/2004 - 10/16/2004 1.00 43 10/17/2004 - 10/23/2004 1.00 44 10/24/2004 - 10/30/2004 1.00 45 10/31/2004 - 11/06/2004 1.01 46 11/07/2004 - 11/13/2004 1.01 47 11114/2004 - 11 /20/2004 1.01 48 11/21/2004 - 11/27/2004 1.01 49 11/28/2004 - 12/04/2004 L01 50 12/05/2004 - 12/11/2004 1.00 51 12/12/2004 - 12/18/2004 1.00 52 12/ 19/2004 - 12/25/2004 1.00 53 12/26/2004 - 12/31/2004 0.99 PSCF 1.03 1.03 1.02 1.02 1.02 1.01 1.01 1.00 I.00 1.00 1.00 0.99 1.00 1.00 1.01 1.01 1.01 1.01 1.02 1.02 1.02 1.02 1.02 1.03 1.03 1.04 1.05 1.06 1.07 1.07 1.06 1.06 1.05 1.05 1.06 1.07 1.08 1.09 1.08 1,06 1.04 1.03 1.03 1.03 1.04 1,04 1.04 1.04 1,04 1.03 1.03 1.03 1.02 MOCF = 0.97 Note: „*" indicates peak season week Page III APPENDIX E EXCERPTS FROM 2005 TRANSPORTATION 0 INTPROVEMENT PROGRAM REPORT (TIP) 0 • • MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM MIAMI-DAOE EXPRESSWAY AUTHORITY (MOX) MPO ProjeGl Num Name Length _ (cries) Type of Work Project Cost ($OOOs) Prior Years Coll tSWOsI TA X Ase 1 Project Num. Froacation rNl. To/Location XA11205 Interconnector Ramps from MIA to SR 112 2 Reconstruction: interchange / New construction: ramp 180,910 Activity /Phase Funding Source Proposed Funding (in $000s) 11205 NW 21 st Street SR 112 / NW 27t11 Avenue N05 - 2006 2006 _ 2007 MY 2008 ' 200t1- 2009 2009 - 2010 PDE MDX 0 0 0 0 0 ROW MOX 32,845 36,198 9,424 0 0 PE MDX 3,917 2,939 518 0 0 CST MDX 0 0 22,256 49,017 0 XA10005 1TS Accident Investigation Sites New construction: 2 accident investigation (Al) sites (trs) 71 Activity /Phase Funding Source Proposed Funding Cm $000s) 2OO1199 - 2010 10005 Systemwide 2005 2006 - 2006 2007 - 2007 2008 - 2008 2009 - CST MDX 0 0 0 0 0 XA10006 MDX Transportation Management Center I New construction: MOX Transportation Management Cpriter 4,054 Activity /Phase Funding Source Pry Fig (in $000s) ?UM - 2006 11x11r - 2007 2001- 2008 ZOOS - 2009 111•19 - 2010 10006 MDX Headquarters PDE MOX 0 0 0 0 0 DS8 MOX 534 0 0 0 0 XA10007 SR 112 1 Installation: communication equipment 2,913 Activity /Phase Funding Source (in 1000s)on_ os�rl Funding 2005 - 2006 2006 2007 - ' 2007 200E - 21108 2009 - 2009 2010 - 10007 Miami international Airport 1-95 PDE MDX 0 0' 0 0 0 D58 MDX 712 0 0 0 0 XA10011 SR 112 Master Plan 0 Activity /Phase' Funding Source2005 ounce Proposed Funning (in $000s) 2006 2006 - 2007 1007 2008 W8 1 2009 2009 2010 10011 Turnpike SR 826 POE MDX 0 0 10 0 0 XA11207 SR 112 / NW 361h Street Interchange Reconstruction_ interchange 100 Activity /Phase Funding Source Proposed Funding (in $000s) 2005 - 2006 2006 • 2007 2007- 2008 7008 - 2009 2009 - 2010 11207 South River Drive NW 371h Avenue PDE MDX 0 0 0I 100 0 Secflon A3 - Page 1 of 6 2. • • MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM MIAMI-DADE EXPRESSWAY AUTHORITY (MDX) MPO Project NUM. May/Project Name Length (mks) Type or Work Project Cost ($000s) Prior Years Cost ($000s} r bx / AgY Project Num. From/ ocation To/Location XR11208 SR 112 Landscaping Landscaping 466 Aetnn'[y iphasc Funding So�dx' Proposed Funding Funding (n 1000s) 1 11208 SR112 1Wa 2006 2007 ` 2008 2UU8- 2009 r �- 2010 CST MDX 0 0 0 0 0 XA11204 SR 112 Westbound Off -Ramp to Okeechobee Rd 1 1 New Construction: ramp 600 Ac8 i1y Fumdting _ Proposed Fur g (n $000s) 11204 NW 32nd Avenue SE 9th Court /Ptrase Source 2005 - 2006 2006 - 2007 2007 - 2008 2008 - 2009 2009 - 2010 DSO MDX 0 0 0 0 0 XA10002 SR 836 I 12 Installation: communication equipment 1,557 [ Activity /Phase Funding Source Proposed Funding On $000s) 10002 Turnpike 1-95 4,005 2006 - ZU06 - 2007 ' Z001- 2008 ' Z008 - 2009 21109 2010 - DSB MDX 0 0 0 0 0 XA83602 SR 836 I 4 Recconslnuction: mainline & interchange 6,123 Activity !Phase Frmr ng Saume ,..., Funding (in $000s) 83602 NW 57 Avenue NW 34th Avenue J.011a - 2006 200b - - 2007 2001- 2008 MUD - 2009 Yt1i7U-- 2010 PDE MI3X 0 0 0 0 0 PE MDX 522 0 0 0 0 w XA83619 SR 836 I � Improvements: interchange and 1,852 Activity Funding Proposed Funding {In 3000s) westbound exit ramp Rake S Source 21105- 2006 - 2001- 2006 - 2009 - 83619 East 0f 57th Avenue West of NW 57th Avenue 2006 2007 2008 2009 2010 CST MDX 658 0 0 0 0 XA83611 SR 83611-95 Interchange I 0 Coordination of Operational krtproremenis 0 0 Activity lP1E e Funding ' Proposed Fang (in $000s) 83611 NW 17th Ave 1-95 200 2006 -- LrNki - 2007 VON- 2008 - 2009 2009 - 2010 PDE MDX 0 0 0 100 0 XA83603 � SR 8361 Intercpnnechyf I 1 Design & Construction: C-D roads 1 Acquisition: ROW 57,062 Activity /Ptrase Funding Source2005 Proposed Funding (in SOON - 2006 2006 - 2007 /013/ - 2008 2008 - 2009 2009 " 2010 83603 SR 836 NW 28th Street PDE MDX 32 32 36 30 0 IC lmplcr MDX 10,000 12,000 13,900 11,000 0 Section A3 - Page 2 of 6 Jig • 0 • APPENDIX F TRIP GENERATION AND DISTRIBUTION • • • MIAMI RIVER RAPIDS Summary of Trip Generation Calculation For 2100 Dwelling Units of Residential Condominium / Townhouse December 0:, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour 7-9 AM Peak Hour 7-9 AM Peak Hour 4-6 PM Peak dour 4-6 PM Peak Hour 4-6 PM Peak Hour Enter Exit Total Enter Exit Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total 4.07 0.00 0.05 0.23 0.28 0.23 0.11 0.35 0.00 0.00 0.00 0.00 0.00 0.00 3.82 0.00 0.17 0.14 0.31 0.00 0.00 0.00 1.00 8538 1.00 100 1.00 490 1.00 590 1.00 489 1.00 241 1.00 730 1.00 8030 1.00 352 1.00 300 1.00 652 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) = .85LN(X) + 2.55, R^2 LN(T) = .8LN(X) + .26 RA2 = 0.76 , 0.17 Enter, LN(T) = .82LN(X) + .32 R^2 = 0.8 , 0.67 Enter, LN(T) = .82LN(X) + .17 R^2 T = R^2 T= T= R^2 T= T= R^2 = 0.8 , 0.18 Enter, .34(X) + 38.31 = 0.83 , 0.64 Enter, 0.36 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, RA2 = 0.88 .23(X) + 50.01 = 0.78 , 0.49 Enter, 0.51 Exit = 0.83 0.83 Exit 0.33 Exit Exit 0.82 Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS MIAMI RIVER RAPIDS Summary of Trip Generation Calculation For 61.5 T.G.L.A. of Specialty Retail Center December 01, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 43.39 0.00 1.00 2669 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0,00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.21 0.00 1.00 74 4-6 PM Peak Hour Exit 1.54 0.00 1.00 95 4-6 PM Peak Hour Total 2.75 0.00 1.00 169 Saturday 2-Way Volume 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 Er. 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 • • • • MIAMI RIVER RAPIDS Summary of Trip Generation Calculation For 20 Th.Gr.Sq.Ft. of General Office Buil December 01, 2005 ng Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 19.32 0.00 7-9 AM Peak Hour Enter 7-9 AN Peak Hour Exit 7-9 AN Peak Hour Total 2.28 0.31 2.59 0.00 0.00 0.00 1.00 386 1.00 46 1.00 6 1.00 52 4-6 PM Peak Hour Enter 0.86 0.00 1.00 17 4-6 PM Peak Hour Exit 4.20 0.00 1.00 84 4-6 PM Peak Hour Total 5.06 0.00 1.00 101 Saturday 2-Way Volume 3.06 0.00 1.00 61 Saturday Peak Hour Enter 0.27 0.00 1.00 5 Saturday Peak Hour Exit 0.23 0.00 1.00 5 Saturday Peak Hour Total 0.50 0.00 1.00 10 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: LN(T) = .77LN(X) + 3.65, R^2 = 0.8 7-9 AM Peak Hr. Total: LN(T) = .BLN(X) + 1.55 R^2 0.83 , 0.88 Enter, 0.12 Exit 4-6 PM Peak Hr. Total: T = 1.12(X) + 78.81 R^2 = 0.82 , 0.17 Enter, 0.83 Exit AM Gen Pk Hr. Total: LN(T) = .SLN(X) + 1.55 RA2 = 0.83 , 0.88 Enter, 0.12 Exit PM Gen Pk Hr, Total: T = 1.12(X) + 78.81 R^2 = 0.82 , 0.17 Enter, 0.83 Exit Sat. 2-Way Volume: T = 2.14(X) + 18.47, R^2 = 0.66 Sat. Pk Hr. Total: LN(T) _ .81LN(X) + -.12 R'2 = 0.59 , 0.54 Enter, 0.46 Exit Sun. 2-Way Volume: LN(T) _ .86LN(X) + .31, R^2 = 0.5 Sun. Pk Hr. Total: LN(T) _ .61LN(X) + -.23 R'2 = 0.56 , 0.58 Enter, 0.42 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • • Analyst HAF Date 12/1/2005 TAP JN 4540-1 Exit t0 Extertial 45 42 Enter from External Exit to External 208 4 398 Enter from External % Vol MULTI -USE DEVELOPMENT TRIP GENERATION AND INTERNAL CAPTURE SUMMARY Land Use A Town House - Condo ITE I.0 Code Size 230 2100 du.. Total Internal External Enter 489 91 398 Exit 241 33 208 Total 730 124 606 °% 100% 17% 83% 10 1 24 I Demand Volume 24 Balanced % Vol 1 60 I 44 Demand Land Use B Specialty Retail % Vol 10 149 J Demand Volume 49 Balanced Vol 60 1 57 I ITE LU Code 814 Size 61,500 SF Total Internal External Enter 74 32 42 Exit 95 50 45 Total 169 82 87 % 100% 49% 51% Demand Demand 20 f.. 15 % Vol % Vol r 5 r 12 Name of Development Miami River Rapids 11 Vol 110 I 49 I Demand Volume 9 Volume 8 Balanced Balanced Vol 9 Demand 50 Demand 10 8 % Vol Demand 5 5 % Vol Volume Balanced Demand 15111 % Vol Volume Time period PM Peak Hour 42 Balanced Vol 150[42I Demand Land Use C General Office ITE LU Code 710 Size 20,000 sf Total Internal External Enter 17 10 7 Exit 84 50 34 Total 101 60 41 % 100% 59% 41% Net External LAND USE A Trips for Multi -Use Development LAND USE B LAND USE C TOTAL Enter 398 42 7 447 Exit 208 45 34 287 Total 606 87 41 734 Single -Use Trip Gen. Est. 730 169 101 1000 Exit to External 34 Enter from External INTERNAL CAPTURE 27% • TAZ # TRIPS 402 MUSP for Miami River Rapids II CARDINAL DISTRIBUTION PM ENTER 747 TOTALS NNE 9,66% ENE 11.55% ESE 17.34% SSE 8.22% th SSW 15.49% WSW 11.90% WNW 14.00% NNW 11.84% • • TAZ # TRIPS 258 NNE 9.66% MUSP for Miami River Rapids II CARDINAL DISTRIBUTION PM EXIT 747 TOTALS ENE 11.55% ESE 17.34% SSE 8.22% SSW 15.49% • WSW 11.90% WNW 14.00% NNW 11.84% • Miami -Dade Interim 2005 Cost Feasible Plan • • DIRECTIONAL DISTRIBUTION SUMMARY ORIGIN ]-------w----- CARDINAL DIRECTIONS E TOTAL ZONE NNE ENE ESE SSE SSW WSW WNW NNW 736 TRIPS 935 540 734 506 831 552 104 293 4495 PERCENT 20.80 12.01 16.33 11.26 18.49 12.28 2.31 6,52 737 TRIPS 2159 1267 1762 1171 1998 957 457 1133 10904 PERCENT 19.80 11.62 16.16 10.74 18.32 8.78 4.19 10.39 738 TRIPS 2831 1852 2275 1483 2658 1753 802 2211 15865 PERCENT 17,84 11.67 14.34 9.35 16.75 11.05 5,06 13.94 739 TRIPS 1097 710 971 639 1404 945 300 1159 7225 PERCENT 15.18 9.83 13.44 8.84 19.43 13.08 4.15 16.04 740 TRIPS 1329 1123 1242 790 1483 1031 440 1110 6548 PERCENT 15.55 13.14 14.53 9.24 17.35 12.06 5.15 12,99 741 TRIPS 823 699 977 488 1204 958 488 1270 6907 PERCENT 11.92 10.12 14.15 7.07 17.43 13.87 7.07 18.39 742 TRIPS 1602 1369 1204 943 2359 2032 1254 2264 13027 PERCENT 12.30 10.51 9.24 7.24 18.11 15.60 9.63 17.38 743 TRIPS 9391 8238 8599 6346 10421 10135 2835 8799 64764 PERCENT 14.50 12.72 13.28 9.80 16.09 15.65 4.38 13.59 744 TRIPS 1441 1093 1398 1025 1460 1919 670 1476 10482 PERCENT 13.75 10.43 13.34 9.78 13.93 18.31 6.39 14.08 745 TRIPS 328 255 458 271 357 539 213 351 2772 PERCENT 11.83 9.20 16.52 9.78 12.88 19.44 7.68 12.66 746 TRIPS 1391 822 1616 841 1885 2288 821 1555 11219 PERCENT 12.40 7,33 14.40 7.50 16.80 20.39 7.32 13.86 747 TRIPS 368 440 660 313 590 453 533 451 3808 PERCENT 9.66 11.55 J.7.33 8, �4 � 0 .1,4..,0, 7.1.84 748 TRIPS 394 300 390 269 455 462 299 428 2997 PERCENT 13.15 10.01 13.01 8.98 15.18 15.42 9.96 14.28 749 TRIPS 439 487 806 160 648 587 599 530 4256 PERCENT 10.31 11.44 18.94 3.76 15.23 13.79 14.07 12.45 750 TRIPS 702 758 919 550 952 1031 876 811 6599 PERCENT 10.64 11.49 13.93 8.33 14.43 15.62 13.27 12.29 - 50 - 1/18/05 • • • APPENDIX G FDOT QUALITY/LOS HANDBOOK TABLE 4-7 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 9 C D 100 340 670 950 1,060 1,720 2,500 3,230 1,600 2,590 3,740 4,840 13 1,300 3,670 5.500 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per male) Level of Service A B C D • 220 720 860 250 1,530 1,810 1,360 380 2,330 2,720 2,790 490 3,030 3,460 3,540 Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided Class 11(2.00 to 4,50 signalized intersections per mile) Level of Service Lanes Divided B C D 1 Undivided 100 590 810 2 Divided 220 1,360 1,710 3 Divided 340 2,1I0 2,570 4 Divided 440 2,790 3,330 A ,.* * * ** ** E 890 *** *** *** 8 850 1,800 2,710 3,500 Class III (mere than 4.5 signalized intersections per toile 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 A ** ** ** ♦* Level of Service B 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 (mare 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 A ♦* ** * * ** Level of Service B C D ** 270 720 650 1,580 1,000 2,390 1,350 3,130 ** ** ** E 780 1,660 2,490 3,250 FREEWAYS Interchange spacing ? 2 mi. apart Level of Service Lanes A 8 C D fi 2 1,270 2,110 2,940 3,580 3,980 3 1,970 3,260 4,550 5,530 6,150 4 5 6 2,660 3,360 4,050 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 6,150 7,480 7,760 9,440 9,360 11,390 Level of Service B C 1,840 2,660 2,890 4,180 3,940 5,700 4,990 7,220 6,040 8,740 D 3,440 5,410 7,380 9,340 11,310 8,320 10,480 12,650 E 3,910 6,150 8,380 10,620 12,850 NON -STATE ROADWAYS Major City/County Roadways Level of Service Lanes Divided A B C D I Undivided ** ** 480 760 2 Divided ** ** 1,120 1,620 3 Divided ** ** 1,740 2,450 Lanes Divided 1 Undivided 2 Divided Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D •• 250 530 • ** 580 1,140 E 810 1,720 2,580 E 660 1,320 BICYCLE MODE (Nate: 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 m determine maximum service volumes,) Paved Shoulder/ Bicycle Lane Coverage 0-49% 50-84% 85-100%a A *. ** 160 l3 ** 130 380 Level of Service C 170 210 >380 D 720 >210 *** E >720 **. *** PEDESTRL4N MODE (Note: Level of service for the pedestrian mode in this table is based an roadway geomctrice 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% 50-84a/o 85-100% Sidewalk Coverage 0.84% 85.100% A ** ** ** B ** ** 120 Level of Service C D ** ** 590 330 520 >590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A B C ** >5 a4 >6 >4 >3 D >3 >2 3 810 990 *** Source: Florida Department of Transportation 02/22/02 Systems Planting Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399.0450 fittp://www11,inyflorida.com/planning/systemsismilosidefaultItm ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Lanes Median Left Turns Lanes 1 Divided Yea 1 Undivided No Multi Undivided Yes Multi Undivided No Adjustment Factors +5% -20% -5% •25% ONE WAY FACILITIES Increase corresnonding volume 20% •Tito this does noreetutittsts a standard and should be used only Its gedtsel alarming applications, The computer models from which this table le derived should be used for mots specific piaansag epplEudons, The table and deriving computer models should nabe used for corridor as intersection demists, whore were refined techniques exist Values sisasm art hourly directional, volume far levels of service end are for the eutomobita/trstck modes unless specifically stated, Level ofnrvicc letter grade thresholds era probably not comparable across modes and, therefore, emu modal compsrlsans should be trade with uus(am Furthermore, combining levels afservice of &Sareat modes fate one overall roadway level of service is sot recommended, To convert to annual average daily traffic volumes, these, volumes mastbe divided by appropriate 0 end K femora, The table's input value defaults add level of service criteria appear on the Following page. Calculations are hated an planning applications of the Highway Capacity Manual, Bicycle 1.05 Model, Pedestrian 1.05 Model and Trellis Cc/noisy and Quartet Service Mutual, retentively for the sutatnabilelmtek, bicycle, pedestren and bus modes, "'Cannot be achieved using table input venue defaults, *••Hat applicable for that level of sorties least ands. Per eutoronelldhuck modes, volumes greeter then level of service D become P because internctloc capacities have been reached. For bicycle end pedasrran modm the levet of novice tat grade (including P) is not sohievebls, because titre is no ma:fmum vehicle volume threshold using table input value defeulte, 97 0 • • APPENDIX H OTHER PROPOSED DEVELOPMENTS Table 1: Trip Generation Land Use (LU) PM PEAK HOUR TRIPS IN OUT TOTAL Trips Trips TRIPS Residential Condo / Townhouse 155 90 245 Gross Vehicle Trips 155 90 245 Vehicle Occupancy Adjustment @ 16% 25 14 39 Transit Trip Reducfion @ 8.2% 13 7 20 Pedestrian/Bicycle Trip Reduction @ 0% 0 0 0 Net Vehicle Trips 117 68 186 Net Person Trips in Vehicles @ 1.4 164 96 260 Net Person Trips in Transit @ 1.4 18 10 28 Net Person Trips (Vehicle and Transit Modes) 182 106 288 RICHARD GARCIA & ASSOCIATES, INC. 5 4.0 Traffic Distribution The Traffic Analysis Zone (TAZ) for the subject development is TAZ 750 as assigned by the Metropolitan Planning Organization's (MPO). The County's TAZ are included in Appendix B. The corresponding traffic distribution being assigned to the following directions are outlined in Table 2. Appendix B includes a TAZ Map and the corresponding Directional Distribution Summary for this zone utilizing the 2005 Cost Affordable Plan. Table 2: Cardinal Distribution DIRECTION DISTRIBUTION % NNE 11.53 ENE 11.46 ESE 12.88 SSE 7.08 SSW 13.60 W5W 15.68 WNW 14.26 NNW 13.49 TOTAL 100.00 R CHAiw GARCIA & ASSOCIATES, INC. 6 5,0 Traffic Assignment The PM peak hour trips as well as the daily trips from Table 1 have been distributed and assigned to the existing adjacent roads. As evident from trip generation calculations, the PM peak hour represents the worse case. Table 3 was developed to depict the PM Peak Hour Assignments. Appendix C includes the ingress and egress traffic distribution with the corresponding assignments to the North, South, East and West for the PM peak hour and Daily Trips. Table 3 is the cardinal traffic assignments which are further grouped as indicated into the four primary quadrants. Table 3: PM Peak Hour Traffic Assignments PM Peak Trips DIRECTION TN our Total NNE 14 8 22 ENE 13 8 21 ESE 15 9 24 SSE 8 5 13 SSW 16 9 25 WSW 18 11 29 WNW 17 10 27 NNW 16 9 25 TOTAL 117 68 Q 186 RICHARD GARCIA & ASSOCIATES, INC. 7 Figure 2 includes the project traffic assignment percentages to the driveways and intersections analyzed during the PM peak hour condition. This figure is also included in Appendix C as Figure B. Figure 3: PM Peak Traffic Assignments Percentages 27 N iI 40 14 ST CV CV 4G PROJECT SITE zr :2 0. L� 10 3t 34 31 31 31 n-t-s RICKARD GARCIA & ASSOCIATES, INC. 8 • Exhibit $ PM Peak Hour Trip Generation Analysis USES UNITS 1TE Land Use Code PM PEAK .HOUR "TRIPS IN OUT TOTAL % Trips. % Trips Trips Residential Condominium/Townhouse Retail Marina 698 DU 4,407 SO, ET, 40 Berths 230 814 420 67% 44%• 60% 198 14 4 33% 56% 40% 98 18 .3 296 32 7 GROSS VEHICLE TRIPS 64% 216 36% 119, 1 335 internalization (1) j 1 -2 -1 ,3 SUBTOTAL VEHICLE TRIPS 64% 214 36%) 118 332 Vehicle Occupancy Adjustment @ 16%, of Gross External Trips Transit/Pedestrian / Bicycle. Trip Reduction Q 10.00% of Gross External Trips (2) (3) 64% 64% 34 21 36% 36% 19 11, 53, 33 NET EXTERNAL VEHICLE Tl 1PS 64% 159 36% 87 246 Net External Person Trips in Vehicles @ 1,40 Persons/ Vehicle 64%t C 222 36% [ 122 344 Notes (1) Per ITE Trip Generation Handbook, October 1998 (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local rtata (Miami's 1.4 vs. ITE`s 1.2 persfveh) (3) Transil/Pedestrian /:Bicycle Trip Reduction based transit service provided. • PROJECT: BRISAS DEL RIO MUSP TRAFFIC IMPACT STUDY TjTLE: PROJECT TRIP ASSIGNMENT EXH18IT Na. Page 18 10 Exhibit 11 Person -Trip Volume and Capacity Future Conditions Matrix Corridor From To . Without Project With Protect Dir (a) Existing hers -Trip Volumes (b) Future Bkg, Pert -Trip 0,5% 2 (c) Committed Development Pert -Trip [0) Future Pers-Trip Volumes (ti 40 (e) Future Pers-Trip Capacity (f) Future w/out Pro) Pers-Trip (9) Project Pert -Trip Volume tn=223 Cut=12t (It) Total Pert -Trip Volumes (d)r-M (i) Future Pera-Trip Capacity [i) Future with Pro) Pert -Trip v!c {d)f(e} LOS vla T LOS ill 12) ial lot tst tat iV NW 22 AVENUE NW 14 STREET NW 20 STREET NB 1736 1753 10 1763 2808 0,63 0 24 1787 2808 0.64 0 SB 1806 1824 16 1840 2808 0.66 i`] 45. 1884 2808 0.67 1) NW 14 STREET NW 24 AVENUE NW22 AVENUE EB 599 605 0. 605- 1348 0.45 0 42 647 1348 0.48 0 WB 809 817 0 817 1348 0,61 t3 78 895 1348 0,66 D Motes: 01 The Existing Person Trip Volume is obtained from Exhibit 5, column (j) 121 Year 2006 background Person Trip Volume is derived by applying a 0.5% growth factor to the existing person -trip volume j3) The Total Future Peak r-lour Person. Trip Capacity Is obtained by adding all mates of transportation (41 The Person Trip LOS is provided consistent with the FDDT's Duality/Level of Service Handbook (see Appendix G) j5j Project Person Trip Volumes are derived rrofn Trip Generation Analysis (Net External Person Trips(Veh€ctes + Transit)) NW 25 AVE 4041" r s rRD 6 irr Csi m E 0 (17) CD NW 15 ST Go NW 14 ST NW 23 AVE Lt N T.S. ( 15 7 LEGEND X - DRIVEWAY LOCATION - ENTER (XX) - EXIT PRC3 ECT. BRISAS DEL RIO Trt.E: PM PEAK MUSP TRAFFIC IMPACT STUDY 1 PROJECT TRAFFIC VOLUMES EXHIBIT N. 12 Page 21 • • • HURRICANE COVE RESIDNTIAL-MARINA DEVELOPMENT NW 19th AVENUE & NW NORTH RIVER DRIVE MIAMI, FLORIDA REVISED TRAFFIC IMPACT ANLAYSIS Prepared for Baibino Investments 8991 NW 173rd Terrace Miami, Florida 33018 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 September 2003 3516 • .4--12 27 ---r 0 9 18--4.. 5 1 M IN X _ 4 . ; TRANSPORT ANALYSIS PROFESSIONALS 4 0 *4-5 E FIGURE 4 SHEET FOR SITE AREA OWY TURNS 33 —.--33 w`-0 r--5 +35 NW 20 ST 16-�. TAZ 463 12.92 10.24 Noy N. R!VgR ORlye N a a IAl DWY ,Xy? EXIT ONLY # S7 41 41 27 PM Peak Hour IN = 251 OUT = 124 TOTAL = 375 INT. TO /FROM WEST ONLY +-15 30 N rors PM PEAK HOUR SITE TRAFFIC ON AREA ROADWAYS FIGURE 5 8 7% 2% ii• Ni NTS 11% NW2DST 5% m z .- TO !FROM WEST ONLY 12% SR 836 APPROXIMATE PERCENTAGE PM PEAK HOUR PERCENTAGE TRAFFIC 11. TRANSPORT ANALYSIS PROFESSIONALS 9 FIGURE 6 • • 0 APPENDIX I INTERSECTION CAPACITY ANALYSES FULL REPORT General Information Site Information Analyst Agency or Co. Date Performed Time Period HAF TAP/FC1 11/30/2005 Intersection Area Type Jurisdiction Analysis Year NW 27th Ave & 17th St Ail other areas 2005 Peak Season -Intersection Geo etry Grade = 0 2 Gracie = 0 0 3 3 Grade = L T ',sty" LR Grade = 0 , f'ir L T R Volume and 'Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 364 291 227 1994 2049 391 % Heavy Veh 0 0 0 0 0 0 PHF 0.86 0.86 0.95 0.91 0.90 0,90 Actuated (P/A) A A A A P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 4 4 Unit Extension 2.0 2.0 2.0 2.0 2.0 PedlBike/RTOR Volume 0 0 96 0 0 0 0 22 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking (Y or Nj Parking/Hour Bus Stops/Hour Pedestrian Timing EB Only 02 0 3.2 03 04 NB Only 0 0 NS Perm 07 0 08 Timing G = 21.0 G = 0.0 G = 0.0 G = 0.0 G = 12.0 G = 89.0 G = 0.0 G = 0.0 Y= 5 Y= 0 Y= 0 Y = 0 Y= 3 Y= 5 Y= 0 Y= 0 Duration of Analysis (hrs) = 0.25 1 Cycle Length C = 135.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General In or ion' Project Description Miami River Rapids MUSP .. 2005 Peak Season Volu e Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 364 291 227 1994 2049 391 PHF 0.86 0.86 0.95 0.91 0.90 0.90 Adjusted Flow Rate 423 227 239 2191 2277 410 Lane Group TR Adjusted Flow Rate 423 227 239 2191 2687 Proportion of LT or RT 0.000 0.000 0.000 0.153 Saturation Flow Rate Base Satflow 2000 2000 2100 2000 2000 Number of Lanes 2 1 3 3 1.000 1.000 1.000 1.000 1.000 1.000 HV 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 bb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.971 1,000 1.000 0.908 0.908 0.950 0.950 1.000 1.000 Secondary fL-r 0.043 0.850 RT 1.000 0.977 fLpb 1.000 1.000 1.000 1.000 fRpb Adjusted Satflow Secondary Adjusted Satflow 1.000 1.000 1.000 3690 1700 1995 5448 5323 91 • CAPACITY AND LOS WORKSHEET General Information Project Description Miami River Rapids MUSP - 2005 Peak Season Capaci Analysis EB WB NB SB Lane Group T TR Adjusted Flow Rate 423 227 239 2191 2687 Satflow Rate 3690 1700 1995 5448 5323 Lost Time 2.0 2.0 2.0 2.0 2.0 Green Ratio 0.16 0.28 0.77 0.77 0.66 Lane Group Capacity 574 479 239 4197 3509 v/c Ratio 0.74 0.47 1.00 0.52 0.77 Flow Ratio 0.11 0.13 0.09 0.40 0.50 Critical Lane Group Sum Flow Ratios 0.88 Lost Time/Cycle 10.00 Critical vic Ratio 0.96 Lane Group Capacity, Control; Delay, and LOS Determination EB WB NB SB Lane Group T TR Adjusted Flow Rate 423 227 239 2191 2687 Lane Group Capacity 574 479 239 4197 3509 v/c Ratio 0.74 0.47 1.00 0.52 0.77 Green Ratio 0.16 0.28 0,77 0.77 0.66 Uniform Delay di 54.4 40.2 44,3 6.0 15.8 Delay Factor k 0.26 0.04 0.50 0.06 0.50 Incremental Delay d2 4.4 0.3 58.2 0.1 1.7 PF Factor 1.000 1.000 1.000 0.250 0.408 Control Delay 58.7 40.5 102.5 1.5 8.1 Lane Group LOS A A Approach Delay 52 4 11.5 8.1 Approach LOS D 8 A Intersection Delay 14.5 Intersection LOS 8 Copyright 2005 University of Florida, All Rights Reserved • HCS.TM Version 5.2 Generated: 12/2/2005 10:45 AM FULL REPORT Genera l Infirrrration Site Information Analyst Agency or Co. Date Performed Time Period HAP TAP/FCI 11/30/2005 Intersection Area Type Jurisdiction Analysis Year NW 27th Ave & 17th St Ali other areas 2009 without Project Intersection Geometry Grade = 0 2 Grade = 0 3 3 Grade = Grade tf-v- .wyr 0 • T • TR = I_ T • LR = LTR Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 379 303 236 2084 2135 407 % Heavy Veh 0 0 0 0 0 0 PHF 0.86 0.86 0.95 0.91 0.90 0.90 Actuated (P/A) A A A A P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 4 4 Unit Extension 2.0 2.0 2.0 2.0 2.0 Ped/Bike/RTOR Volume 0 0 96 0 0 0 0 22 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) Parking/Hour Bus Stops/Hour 0 0 0 0 0 Pedestrian Timing 3.2 3.2 3.2 EB Only 02 03 04 NB Only NS Perm 07 08 Timing G:21.0 G = 0,0 G= 0.0 G = 0.0 G = 12.0 G = 89.0 G = 0.0 G = 0.0 Y= 5 Y= 0 Y= 0 Y= 0 Y= 3 Y= Y= 0 Y= 0 Duration of Analysis (hrs) = 0.25 1 Cycle Length C = 135.0 • VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Genera formation Project Description Miami River Rapids MUSP - 2009 without Project Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 379 303 236 2084 2135 407 PHF 0.86 0.86 0.95 0.91 0.90 0.90 Adjusted Flow Rate 441 241 248 2290 2372 428 Lane Group TR Adjusted Flow Rate 441 241 248 2290 2800 Proportion of LT or RT 0.000 0.000 0.000 0.153 Saturation Flow Rate Base Satflow 2000 2000 2100 2000 2000 Number of Lanes 2 1 1 3 3 0 fw 1.000 1.000 1.000 1.000 1.000 fKv f9 fR fbb fa fLU fLT Secondary fLT fRT fLpb 1.000 1.000 1.000 1.000 1.000 0.971 0.950 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.850 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.950 0.043 1.000 1.000 1.000 1.000 1.000 1.000 0.908 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.908 1.000 0.977 1.000 1.000 Adjusted Satflow 3690 1700 1995 5448 5323 Secondary Adjusted Satflow 91 • CAPACITY AND LOS WORKSHEET General Information Project Description Miami River Rapids MUSP - 2009 without Project Capectr Analysis EB WB NB SB Lane Group Adjusted Flow Rate Satflow Rate Lost Time Green Ratio Lane Group Capacity 441 3690 2.0 0.16 574 vlc Ratio 0.77 Flow Ratio 0.12 Critical Lane Group Y 241 1700 2.0 0.28 479 0.50 0.14 N L T 248 2290 1995 5448 2.0 2.0 0.77 0.77 239 4197 1.04 0.55 0.09 0.42 Y N TR 2800 5323 2.0 0.66 3509 0.80 0.53 N Sum Flow Ratios 0.99 Lost TimelCycle 10.00 Critical We Ratio 1.07 II) Lane Group Capacity, Control Delay, and LOS Determination EB Lane Group WB NB T Adjusted Flow Rate 441 241 248 2290 SB TR 2800 Lane Group Capacity 574 479 239 4197 3509 vlc Ratio 0.77 0.50 1.04 0.55 0.80 Green Ratio 0.16 0.28 0.77 0.77 0.66 Uniform Delay d1 54.7 40.6 45.0 6.1 16.5 Delay Factor k 0.29 0.04 0.50 0.08 0.50 Incremental Delay d2 5.7 0.3 68.4 0.1 2.0 PF Factor 1.000 1.000 1.000 0.250 0.408 Control Delay 60.3 40.9 113.4 1.6 8.7 Lane Group LOS A A Approach Delay 53 5 12.5 8.7 Approach LOS D 8 A Intersection Delay 15.4 Intersection LOS B Copyright m 2005 University of Florida, All Rights Reserved • HCS+TM Version 5.2 Generated: 12/2/2005 10:45 AM illGeneral Information FULL REPORT Analyst HAF Agency or Co. TAP/FCI Date Performed 11/30/2005 Time Period Site Information Intersection Area Type Jurisdiction Analysis Year NW 27th Ave & 17th St Ail other areas 2009 with Project ntersection Geometry Grade = 0 2 Grade = 0 0 3 1 3 Grade Grade = 0 • T • L TR ▪ LT • LR ▪ LTR Volume and Ti ing Input Volume (vph) EB WB NB SB LT 409 TH RT 393 LT TH RT LT 286 TH 2199 RT LT TH 2150 % Heavy Veh 0 0 0 0 0 PHF 0.86 0.86 0.95 0.91 0.90 Actuated (P/A) A A A A P RT 457 0 0.90 P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 4 4 Unit Extension 2.0 2.0 2.0 2.0 2.0 Ped/Bike/RT©R Volume 0 0 96 0 0 0 22 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) Parking/Hour Bus Stops/Hour loPedestrian Timing 0 0 0 0 0 EB Only 02 3.2 03 04 NB Only 3.2 NS Perm 07 3.2 08 Timing G = 21.0 G= 0.0 G = 0.0 G = 0.0 G= 12.0 G= 89.0 G= 0.0 G = 0.0 Y= 5 Y= 0 Y= 0 Y= 0 Y= 3 Y_ 5 Y= 0 Y= 0 l Duration of Analysis (hrs) = 0.25 Cycle Length C = 135.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET •..c..e1.:eral ntormatton Project Description Miami River Rapids MUSP - 2009 with Project Volume Adjustment EB WB NB SB LT TH RT LT TH RT I LT TH RT LT I TH RT Volume 409 393 286 2199 2150 457 PHF 0.86 0.86 0.95 0.91 0.90 0.90 Adjusted Flow Rate 476 345 301 2416 2389 483 Lane Group TR Adjusted Flow Rate 476 345 301 2416 2872 Proportion of LT or RT 0.000 0.000 0.000 0.168 Saturation Flovv Rate Base Satflow 2000 2000 2100 2000 2000 Number of Lanes 2 3 3 0 fw 1,000 1.000 1.000 1.000 1,000 fHV 1.000 1.000 1.000 1.000 1.000 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 a 1.000 1.000 1.000 1.000 fLU 0.971 1.000 1.000 0.908 0.908 fLT 0.950 0.950 1.000 1.000 Secondary fLT 0.043 fRT 0.850 1.000 0.975 fLpb 1.000 1.000 1.000 1.000 fRpb 1.000 1.000 1.000 Adjusted Satflow 3690 1700 1995 5448 5311 Secondary Adjusted Satflow 91 CAPACITY AND LOS WORKSHEET General Information Project Description Miami River Rapids MUSK - 2009 with Project Capacity Analysts" EB WB NB SB Lane Group T TR Adjusted Flow Rate 476 345 301 2416 2872 Satflow Rate 3690 1700 1995 15448 5311 Lost Time 2.0 2.0 2.0 1 2.0 2.0 Green Ratio 0.16 0.28 0.77 10.77 0.66 Lane Group Capacity 574 479 239 4197 3501 vlc Ratio 0.83 0.72 1.26 10.58 0.82 Flow Ratio 0.13 0.20 0.09 0.44 0.54 Critical Lane Group Y IN Sum Flow Ratios 1.58 Lost Time/Cycle 10.00 Critical vlc Ratio 411, Lane Group :Capaclty, Control Delay, and LOS Deter EB WB NB SB Lane Group L T TR Adjusted Flow Rate 476 345 301 2416 2872 Lane Group Capacity 574 479 239 4197 3501 v/c Ratio 0.83 0.72 1.26 0.58 0.82 Green Ratio 0.16 0.28 0.77 0.77 0.66 Uniform Delay d1 55.3 43.7 45.6 6,4 17.1 Delay Factor k 0.34 0.24 0.50 0.11 0.50 Incremental Delay d2 9.3 4.5 146.0 0.1 2.3 PF Factor 1.000 1.000 1.000 0.250 0.408 Control Delay 64.6 48.2 191.6 1.7 9.3 Lane Group LOS E A A Approach Delay 57 7 22.8 9.3 Approach LOS E C A !ntersection Delay 21.2 Intersection LOS C Copyright © 2005 University of Florida, All Rights Reserved • HCS+Tm Version 5.2 Generated: 12/2/2005 10:48 AM FULL REPORT General lnformatio Site information '. Analyst HAF 0 Agency or Co. TAP/FCI Date Performed 11/30/2005 Time Period • ip____ Pedestrian T ming 3.2 Y Y Intersection NW 27th Ave & 17th St Area Type Ali other areas Jurisdiction 2009 with Project adj tmg Analysis Year ntersecton Geoimetry Grade = 0 2 Grade = 0 0 3 3 Grade Grade = 0 Ncwth Mow r = R .4) IrFir =TR T it 'r iY = L R ,ram = L T R Volume and Titriing.Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 409 393 286 2199 2150 457 % Heavy Veil 0 0 0 0 0 0 PHF 0.86 0.86 0.95 0.91 0.90 0.90 Actuated (P/A) A A A A P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 © 4 4 Unit Extension 2.0 2.0 2.0 2.0 2.0 Ped/Bike/RTOR Volume 0 0 96 00 0 0 0 22 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking (Y or N) N N © N N N Parking/Hour Bus Stops/Hour 0 0 0 0 Timing EB Only 02 G= 19.0 = 5 G = 0.0 = 0 3.2 3.2 03 04 NB Only NS Perm 07 08 G = 0.0 G = 0.0 G = 20.0 G= 83.0 G = 0.0 G= 0.0 Y= 0 = 0 Y = 3 Y= 5 Y= 0 Y= 0 Duration of Analysis (hrs)= 0.25 Cycle Length C = 135.0 • VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General iiformation` Project Description Miami River Rapids MUSP - 2009 with Project - Adj Timing Valu e Adjus' en EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 409 393 286 2199 2150 457 PHF 0.86 0.86 0.95 0.91 0.90 0.90 Adjusted Flow Rate 476 345 301 2416 2389 483 Lane Group TR Adjusted Flow Rate 476 345 301 2416 2872 Proportion of LT or RT 0.000 0.000 0.000 -- 0.168 Saturation Flow Rate Base Satflow 2000 2000 2100 2000 2000 Number of Lanes 2 1 1 3 3 0 fw 1.000 1.000 1.000 1.000 1.000 frHV 1.000 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 fbb 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 0,971 L 1.000 1.000 0.908 0.908 0.950 0.950 1.000 1.000 Secondary fLT 0.047 fRT 0.850 1.000 0.975 fLpb 1.000 1.000 1,000 1.000 • fRpb 1.000 1.000 1.000 Adjusted Satflow 3690 1700 1995 5448 5311 Secondary Adjusted Satflow 98 • CAPACITY AND LOS WORKSHEET eneral Information Project Description Miami River Rapids MUSP - 2009 with Project - Adj Timing Capactty'Ana t sis EB VVB NB SB Lane Group T TR Adjusted Flow Rate 476 345 301 2416 2872 Satflow Rate 3690 1700 1995 5448 5311 Lost Time 2.0 2.0 2.0 2.0 2.0 Green Ratio 0.14 0.33 0.79 0.79 0.61 Lane Group Capacity 519 554 358 4278 3265 vlc Ratio 0.92 0.62 0.84 0.56 0.88 Flow Ratio 0.13 0.20 0.15 0.44 0.54 Critical Lane Group Sum Flow Ratios 0.82 Lost Time/Cycle 15.00 Critical vlc Ratio 0.92 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Lane Group L T TR Adjusted Flow Rate 476 345 301 2416 2872 Lane Group Capacity 519 554 358 4278 3265 vlc Ratio 0.92 0.62 0.84 0.56 0.88 Green Ratio 0.14 0.33 0.79 0.79 0.61 Uniform Delay d1 57.2 38.5 45.8 5.6 21.8 Delay Factor k 0.42 0.15 0.35 0.10 0.50 Incremental Delay d2 20.9 1.6 15.4 0.1 3.8 PF Factor 1.000 1.000 1,000 0.268 0.538 Control Delay 78.1 40.1 61.2 1.6 15.5 Lane Group LOS E 0 A B Approach Delay 62 1 8.2 15.5 Approach LOS E A 8 Intersection Delay 18.4 Intersection LOS 8 Copyright © 2005 University of Florida, AI Rights Reserved • HCS+TM Version 5.2 Generated: 12,2/2005 10:53 AM FULL REPORT Genera ; .. Site Inform ion ; Analyst HAF Agency or Co. TAP/FCI Date Performed 11/30/2005 Time Period Intersection NW 27th Ave & 20th St Area Type All other areas Jurisdiction 2005 Peak Season Analysis Year Intersection Geometry ..: _ Grade = 0 0 _ "_ Grade = 0 ra North !now i T 2 - 2 = L A = T R i Grade = 0 }- i - ,, V-4 ityr Grade = 0 4C. .. LT _ L l i 3 1 V= LR Volume:and Timing input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 30 606 553 433 781 158 258 1634 355 118 1606 20 % Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.93 0.94 0.94 0.90 0.90 0.90 0.90 0.90 0.90 Actuated (P/A) A A A A A A A A A A P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective 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 4 3 3 4 Unit Extension 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ped/Bike/RTOR Volume 0 0 69 0 0 4 0 0 110 0 0 2 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 N N N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 Pedestrian Timing 3.2 3.2 3.2 3.2 WB Only EW Perm 03 04 - _ Excl. Left NB Only NS Perm 08 Timing. G= 17.0 G= 38.0 G= 0.0 G= 0.0 G= 7.0 G= 6.0 G= 51.0 G= 0.0 Y = 3 Y=5 Y=0 Y = 0 Y = 3 Y = 0 Y = 5 Y=0 Duration of Analysis (hrs) = 0.25 1 Cycle Length C = 135.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET 40 General Information Project Description Miami River Rapids MUSP - 2005 Peak Season Volume Adjustmen, EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 30 606 553 433 781 158 258 1634 355 118 1606 20 PHF 0.95 0.95 0.95 0.93 0.94 0.94 0.90 0.90 0.90 0.90 0,90 0.90 Adjusted Flow Rate 32 638 509 466 831 164 287 1816 272 131 1784 20 Lane Group 1 TR TR T TR Adjusted Flow Rate 32 1147 466 995 287 1816 272 131 1804 Proportion of LT or RT 0.000 0.444 0.000 0.165 0.000 0.000 0,000 0.011 Saturation Flow Rate Base Satflow 2100 2100 2100 2100 2100 2100 2100 2100 2100 Number of Lanes 1 2 0 2 2 0 1 3 1 1 3 0 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fg 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLu 1.000 0,952 0.971 0.952 1.000 0.908 1.000 1.000 0.908 fLT 0.239 1.000 0.950 1.000 0.950 1.000 0.950 1.000 Secondary fLT 0.078 0.078 fRT 0.933 0.975 1.000 0.850 0.998 fLpb 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 frob Adjusted Satflow Secondary Adjusted Satflow 1.000 1.000 1.000 1.000 1.000 502 3732 3874 3900 1995 15720 1785 1995 5711 165 165 • CAPACITY AND LOS WORKSHEET General Information Project Description Miami River Rapids MUSP - 2005 Peak Season Capacity Analysis EB WB NB SB Lane Group TR TR T TR Adjusted Flow Rate 32 1147 466 995 287 1816 272 131 1804 Satflow Rate 502 3732 3874 3900 1995 5720 1785 1995 5711 Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Green Ratio 0,28 0.28 0.13 0.43 0.50 0.42 0.70 0.43 0.38 Lane Group Capacity 141 1050 488 1676 298 2415 1256 165 2157 v/c Ratio 0.23 1.09 0.95 0.59 0.96 0.75 0.22 0.79 0.84 Flow Ratio 0.06 0.31 0.12 0.26 0.12 0.32 0.15 0.05 0.32 Critical Lane Group Sum Flow Ratios 0.86 N Lost Time/Cycle 18.00 Critical v/c Ratio i Lane 0.99 Group :Capacity, Control Delay, and LOS Determination EB WB NB SB Lane Group TR TR T R L TR Adjusted Flow Rate 32 1147 466 995 287 1816 272 131 1804 Lane Group Capacity 141 1050 488 1676 298 2415 1256 165 2157 v/c Ratio 0.23 1.09 0.95 0.59 0.96 0.75 Green Ratio 0.28 0.28 0.13 0.43 0.50 0.42 0.22 0.79 0.70 0.43 0.84 0.38 Uniform Delay d1 37,2 48.5 58.6 29.5 33.9 33.0 7.0 28.9 38.2 Delay Factor k 0.04 0.50 0.46 0.13 0.47 0.27 0.04 0.31 0.50 Incremental Delay d2 0.3 56.5 29.3 0.4 41.8 1.2 0.0 21.2 4.0 PF Factor 1.000 1.000 1.000 1.000 1.000 0.870 1.000 1.000 0.917 Control Delay 37.5 105.0 87.9 29.9 75.7 29.9 7.0 50.2 39.1 Lane Group LOS F F C A D Approach Delay 103.2 48.4 32.8 39.8 Approach LOS F D Intersection Delay 50.0 Intersection LOS a Copyright © 2005 University of Florida, All Rights Reserved • HCS+TM Version 5.2 Generated: 1212f2005 11:12 AM FULL REPORT Generai: information Site Information Analyst 110 Agency or Co. Date Performed Time Period • HAF TAP/FCI 11/30/2005 I ntersection Area Type Jurisdiction Analysis Year NW 27th Ave & 20th St All other areas 2009 without Project intersection Geometry Grade = 0 1 2 0 Grade = 0 0 3 1 1 3 Grade = 0 0 �r 2 2 v-14 Y Grade = 0 • R • L • TR • LT = LR = LTR Volume and Ti Volume (vph) % Heavy Veh PHF Actuated (P/A) Startup Lost Tirne Extension of Effective Green Arrival Type 411! Pedestrian Timing WB Only Timing G = 17.0 Y= 3 Unit Extension Ped/Bike/RTOR Volume Lane Width LT 31 0 0.95 A 2.0 2.0 3 2.0 0 12.0 Parking (Y or N) N Parking/Hour Bus Stops/Hour 0 EW Perm TH 637 0 0.95 A 2.0 2.0 3 2.0 0 12.0 0 3.2 03 RT LT 575 1454 0 0 0.95 10.95 A 69 A 2.0 2.0 3 2.0 0 12.0 0 04 TH 816 0 0.95 A 2.0 2.0 3 2.0 0 12,0 0 3.2 RT LT 168 268 0 0 0.95 0.95 A A 2.0 2.0 3 2.0 4 0 12.0 N N Excl. Left 0 TH 1699 0 0.95 A 2.0 2.0 4 2.0 0 12.0 3.2 NB Only RT 379 0 0.95 A 2.0 2.0 3 2.0 110 12.0 0 LT 133 0 0.95 A 2.0 2.0 3 2.0 0 12.0 0 NS Perm TH 1670 0 0.95 2.0 2.0 4 2.0 0 12.0 0 3.2 21 0 0.95 08 0 G = 38.0 G= 0.0 IG= 0.0 G= 7.0 G = 6.0 G = 51.0 G = 0.0 Y = 5 Y=0 IY=O Y= 3 Y= 0 Y= 5 Y= 0 Duration of Analysis (hrs) = 0.25 J Cycle Length C = 135,0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET io General Ir forr ion Project Description Miami River Rapids MUSP - 2009 without Project Volume, Adjustmerl' EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH Volume 31 637 575 454 816 168 268 1699 379 133 1670 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adjusted Flow Rate Lane Group Adjusted Flow Rate Proportion of LT or RT 33 33 0.000 671 TR 1204 533 0.443 478 478 0.000 859 TR 1032 173 0.168 282 282 0.000 1788 1788 283 283 0.000 140 140 0.000 1758 TR 1780 RT 21 0.95 22 0.012 Saturation Flow Rate Base Satflow 2100 2100 2100 2100 2100 2100 12100 2100 2100 Number of Lanes 2 0 2 2 0 11 3 11 1 3 1.000 1.000 1,000 1.000 1.000 1.000 11.000 1.000 1.000 fV 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 fg 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 fbb 1.000 1,000 1.000 1.000 1.000 1.000 11.000 1.000 fa 1.000 1.000 1,000 1.000 1.000 1.000 11.000 1,000 1 1.000 1.000 fLU 1.000 0.952 0.971 0.952 1.000 0.908 1.000 1.000 0.908 fLT 0.218 1.000 0.950 1.000 0.950 1,000 0.950 1.000 Secondary fLT 0.078 0.078 fRT 0.934 0.975 1.000 ! 0.850 0.998 1.000 Lpb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 411 fRpb Adjusted Satflow Secondary Adjusted Satflow 1.000 1.000 1.000 1.000 1.000 459 3733 3874 3898 1995 5720 1785 1995 5710 165 165 • CAPACITY AND LOS WORKSHEET General Irnforrnation Project Description Miami River Rapids MUSP - 2009 without Project CapacityAnalysis Lane Group Adjusted Flow Rate Satflow Rate Lost Time Green Ratio Lane Group Capacity vfc Ratio 33 459 2.0 0.28 129 0.26 EB TR 1204 3733 2.0 0.28 1051 1.15 478 3874 2.0 0.13 488 0.98 WB TR 1032 3898 2.0 0.43 1675 0.62 282 1995 2.0 0.50 298 0.95 NB T 1788 5720 2.0 0.42 2415 0.74 283 140 1785 11995 2.0 0.59 10.43 1045 I165 0.27 10.85 SB TR 1780 5710 2.0 0.38 2157 0.83 Flow Ratio 0,07 0.32 0.12 0.26 0.12 0.31 0.16 0.05 0.31 Critical Lane Group Sum Flow Ratios 0.88 Lost Time/Cycle 18.00 Critical v/c Ratio 1.01 Lane Group Capacity, Control Delay, and OS Determination EB WB NB SB Lane Group TR TR T TR Adjusted Flow Rate 33 1204 478 1032 282 1788 283 140 1780 Lane Group Capacity 129 1051 488 1675 298 2415 1045 165 2157 vic Ratio 0.26 1.15 0.98 0.62 0.95 0.74 0.27 0.85 0.83 Green Ratio 0.28 0.28 0.13 0.43 0.50 0.42 0.59 0.43 0.38 Uniform Delay di 37.6 48.5 58.8 29.9 41.8 32.8 13.8 28.9 38.0 Delay Factor k 0.04 0.50 0.48 0.15 0.45 0.26 0.04 0.36 0.50 incremental Delay d2 0.4 77.0 35.2 0.5 37.6 1.1 0.1 30.5 3.8 PF Factor 1.000 1.000 1.000 1.000 1.000 0.870 1.000 1.000 0.917 Control Delay 37,9 125.5 94.0 30.4 79.4 29.6 13.9 59.4 38.6 Lane Group LOS F C C D Approach Delay 123.1 50.5 33,7 40.1 Approach LOS F C D Intersection Delay 54.8 Intersection LOS Q Copyright 2005 University of Florida, Ail Rights Reserved i HCS+TM Version 5,2 Generated: 12/2/2005 11:54 AM FULL REPORT Genera information Site lnforrraation Analyst HAF Agency or Co. TAP/FCI Date Performed 11/30/2005 Time Period Intersection NW 27th Ave & 20th St Area Type All other areas Jurisdiction 2009 with Project Analysis Year Intersection Geotrtet Grade = 0 0 3 1 Grade = 0 ' ! North Mrrc t' ..) = T 1 - - _ o = R 2 2 r 0 T 2iltevr = T Grade = 0 . -- _ - v#. ) it Grade = 0 = I. T yr = LR 1 3 1 = L T R Volume and Timing Input ES WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 31 637 599 477 816 168 283 1755 394 133 1756 21 % Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A PP mmStartup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective 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 4 3 3 4 Unit Extension 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ped/Bike/RTOR Volume 0 0 71 0 0 4 0 0 115 0 0 2 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 N N N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 Pedestrian Timing 3.2 3.2 3.2 3.2 WB Only EW Perm 03 04 Excl. Left NB Only NB Perm 08 Timing G=17.0 G=38.0 G=0.0 G=0.0 G=7.0 G=6.0 G=51.0 G=0.0 Y=3 Y=5 Y=0 Y=0 Y=3 Y=0 Y=5 Y=0 Duration of Analysis (hrs) = 0.25 Cycle Length C = 135.0 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET 410 General ' nformatian Project Description Miami River Rapids MUSP - 2009 with Project • • Volume Adjustment EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Volume 31 637 599 477 816 168 283 1755 394 133 1756 21 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0,95 0.95 0.95 0,95 0.95 Adjusted Flow Rate 33 671 556 502 859 173 298 1847 294 140 1848 20 Lane Group TR TR L. TR Adjusted Flow Rate 33 1227 502 1032 298 1847 294 140 1868 Proportion of LT or RT 0.000 0.453 0.000 0,168 0.000 0.000 0.000 0.011 Saturation Flovv Rate' Base Satflow 2100 2100 2100 2100 2100 2100 2100 2100 2100 Number of Lanes 1 2 0 2 2 0 1 3 1 1 3 0 fv, 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fMV 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fe 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 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 0.952 0.971 0.952 1.000 0.908 1,000 1.000 0.908 fLT 0.218 1.000 0.950 1.000 0.950 1.000 0.950 1.000 Secondary fLT 0.078 0,078 fRT 0.932 0,975 1,000 0.850 0.998 1.000 Lpb 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 Adjusted Satflow 459 3727 3874 3898 1995 5720 1785 1995 5711 Secondary Adjusted Satflow 165 165 CAPACITY AND LOS WORKSHEET ak General Inforrrtiatlon 111, Project Description Miami River Rapids MUSP - 2009 with Project Ca paei Analysis EB WB NB SB Lane Group L TR L I TR L I T L TR Adjusted Flow Rate 33 1227 502 1032 298 1847 294 140 1868 Satflow Rate 459 3727 3874 I3898 1995 5720 1785 1995 5711 Lost Time 2.0 2.0 2.0 2.0 2.0 ( 2.0 2.0 2.0 2.0 Green Ratio 0.28 0.28 0.13 0.43 0.50 10.42 0.59 0.43 0.38 Lane Group Capacity 129 1049 488 1675 298 2415 1045 165 2157 v/c Ratio 0.26 1.17 1.03 10.62 1.00 0.76 0.28 0.85 0.87 Flow Ratio Critical Lane Group 0.07 0.33 Y 0.13 Y 0.26 N 0.12 Sum Flow Ratios 1 0,95 0.32 0.16 0.05 0.33 Lost Time/Cycle 1 13.00 Critical vic Ratio 1.05 Lane Group Capacity, Control Delay, and LOS':Determination EB WB NB SB Lane Group TR TR T TR Adjusted Flow Rate 33 1227 502 1032 298 1847 294 140 1868 Lane Group Capacity 129 1049 488 1675 298 2415 1045 165 2157 v/c Ratio 0.26 1.17 1.03 0.62 1.00 0.76 0.28 0.85 0.87 Green Ratio 0.28 0.28 0.13 0.43 0.50 0.42 0.59 0.43 0.38 Uniform Delay di 37.6 48.5 59.0 29.9 43.2 33.3 13.9 29.5 38.8 Delay Factor k 0.04 0.50 0.50 0.15 0.50 0.28 0.04 0.36 0.50 Incremental Delay d2 0.4 86.8 48.3 0.5 52.1 1.4 0.1 30.5 5.0 IMF Factor 1.000 1.000 1.000 1.000 1.000 0.870 1.000 1.000 0.917 Control Delay 37.9 135.3 107.3 30.4 95.3 30.3 14.0 60.0 40.6 Lane Group LOS F F C C D Approach Delay 132.7 1 55.5 36,3 42.0 Approach LOS F 1 E D Intersection Delay 58.7 1 Intersection LOS E Copyright 0 2005 University of Florida, All Rights Reserved • HC8+TM Version 5.2 Generated: 12/2/2005 11:56 AM FULL REPORT General Information Site Information • Analyst Agency or Co. Date Performed Time Period HAF TAP/FCI 11/30/2005 Intersection Area Type Jurisdiction Analysis Year NW 27th Ave & 20th St All other areas 2009 with Project Adj Tmg Intersect€on Geomet Grade = 0 1 2 0 Grade = 0 0 3 1 a 1 3 1 Grade = 0 fir0 2 2 Grade = 0 'tyr _T = IT = LR = LTR Volume and Tin ing Input EB WB NB BB LT TH RT LT TH RT LT TH RT LT TH RT Volume (vph) 31 637 599 477 816 168 283 1755 394 133 1756 21 % Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF a95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective 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 4 3 3 4 Unit Extension 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ped/Bike/RTOR Volume 0 0 71 0 0 4 0 0 115 0 0 2 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 Parking/Hour Bus Stops/Hour • Pedestrian Timing 0 0 0 0 0 0 0 0 0 WB Only EW Perm 3.2 3.2 03 04 Excl. Left 3.2 NB Only NS Perm 3.2 08 Timing G = 17.0 G = 44.0 G = 0.0 G = 0.0 G = 6.0 G = 8.0 G= 44.0 G = 0.0 Y= 3 Y= 5 Y= 0 Y= 0 Y= 3 Y= 0 Y= 5 Y= 0 uration of Analysis (hrs) = 0.25 Cycle Length C = 135.0 • VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET General lnformatoll Project Description Miami River Rapids MUSP - 2009 with Project Adfj Tmg Volume Adjust I7t'' EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Volume 31 637 1599 477 816 168 283 1755 394 133 1756 21 PHF 0.95 0.95 10.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adjusted Flow Rate 33 671 1556 502 859 173 298 1847 294 140 1848 20 Lane Group TR 1 L TR TR Adjusted Flow Rate 33 1227 502 1032 298 1847 294 140 1868 Proportion of LT or RT 0,000 - 10.453 0.000 0,168 0.000 0.000 0.000 0.011 Saturation Flow Rate Base Satflow 2100 2100 2100 2100 2100 2100 2100 2100 2100 Number of Lanes 2 0 2 2 0 1 3 1 1 3 0 fw 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fHV 1.000 11.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 fg 1.000 11.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 p 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fa 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 fLU 1.000 10.952 0.971 0.952 1.000 0.908 1.000 1.000 0.908 fLT 0.243 1.000 0.950 1.000 0.950 1.000 0.950 1.000 Secondary fLT 0.091 0.091 • fRT 0.932 0.975 1.000 0.850 0.998 1.000 Lpb 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 Adjusted Satflow 510 3727 3874 3898 1995 5720 1785 1995 5711 Secondary Adjusted Satflow 191 191 CAPACITY AND LOS WORKSHEET general Information Project Description Miami River Rapids MUSP - 2009 with Project Adfj Tmg a ac i nalysts • Lane Group Adjusted Flow Rate Satflow Rate Lost Time Green Ratio Lane Group Capacity v/c Ratio Flow Ratio Critical Lane Group Surn Flow Ratios Lost Time/Cycle Critical v/c Ratio EB WB NB 111112111111111111211111111111 MAE al 2.0 2.0 0.33 0.33 0.33 502502 3874 2.0 1032 1032 3898 2.0 0.13 0.47 0.13 1848 0.56 0.26 gill INN 298 2.0 0.95 0.13 Y T 1847 5720 2.0 294 0.32 1785 2.0 0.55 978 0.16 MEE 140 1995 2.0 1868 2.0 0.37 0.93 0.04 N 0.33 1861 .00 0.33 EN I I 0.91 18.00 1.05 Lane Group Capacity, Contro Delay, and LOS Determination Lane Group Adjusted Flow Rate Lane Group Capacity v/c Ratio Green Ratio EB WB NB v TR 1227 11111111 166 0.20 0.33 Uniform Delay d1 32.8 Delay Factor k Incremental Delay d2 PF Factor Control Delay 0.04 0.33 45.5 0.50 0.2 28.3 1.000 .000 33.0 Lane Group LOS Approach Delay Approach LOS Intersection Delay 502 0.13 59.0 0,50 48.3 1.000 107.3 1032 SB Ova monBM mum Mai 1111111111131111 11111311111111 0.47 0.09 0.2 1.000 25.6 298298 0.95 0.85 0.45 40.9 0.46 37.8 1.000 78.8 3,8 55.9 Copyright © 2005 University of Florida, AI# Rights Reserved a 2203 2203 0.840.84 0.39 2.9 294 978 0.910 37.2 D 140 151 0.30 0.93 0.55 16.5 1861 1.00 Ell MI 111112111111111 Ell Ell IM 0.04 0.1 1.000 16.6 8 39.8 D 0.37 0.43 0.33 0.50 EMI 21.8 1.000 0.965 94.6 65.7 E 67.7 A 0 Intersection LOS HCS+TM Version 5.2 Generated: 12i212005 11:58 AM • • • Delaware Parkway Traffic in front of Miami River Rapids PM Peak Hour is 4:45 to 5:45 PM NWB - 371 SEB = 479 Adjust to 2009 Peak Season Traffic 2005 Peak Season Adj = 1.04 Adj, 2005 to 2009 = 1.04 Total Adjustment = 1.08 x Existing 2009 PM Peak Hour (vph) NwD = 4.21 SEB = 517 NW South River Drive in Front of Miami River Rapids PM Peak Hour is 4:30 to 5:30 PM WB = 148 EB = 127 Adjust to 2009 Peak Season Traffic 2005 Peak Season Adj = 1.04 Adj 2005 to 2009 = 1.04 Total Adjustment = 1.08 x Existing 2009 PM Peak Hour (vph) WB = 160 EB = 137 These 2009 volumes are added to the Project traffic shown in Figure 5 for purposes of calculating Driveway Capacity • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst haf Agency/Co. TAP/FCI Date Performed 121212005 Analysis Time Period PM Peak Hour Intersection Drive A & Delaware Pkwy Jurisdiction City of Miami Analysis Year 2009 with Project Project Description Miami River Rapids MUSP EastfWest Street: Delaware Pkwy North/South Street: Drive A 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) 15 607 493 46 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR (veh/h) 17 714 0 0 579 54 Percent Heavy Vehicles 2 -- -- 0 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T I R Volume (vehlh) 45 12 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.75 0.85 0.75 Hourly Flow Rate, HFR (veh/h) 0 0 0 60 0 16 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 _ LR Delay,. -Queue Leingth, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 17 76 C (m) (vehlh) 946 408 vlc 0.02 0.19 95% queue length 0.05 0.68 Control Delay (s/veh) 8.9 15.8 LOS A _ C Approach Delay (s/veh) -- -- 15.8 Approach LOS -- -- C Copyright 0 2005 University of Florida, Ai! Rights Reserved HCS+Try version 5.2 Generated: 12/2/2005 2,03 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst haf Agency/Co. TAP/FCI Date Performed 12/1/2005 Analysis Time Period PM Peak Hour Intersection Drive B & Delaware Pkwy Jurisdiction City of Miami Analysis Year 2009 with Project Project Description Miami River Rapids MUSP East/West Street: Delaware Pkwy North/South Street: Drive B Intersection Orientation: Fast -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 (vehlh) 15 577 459 46 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR (vehlh) 17 678 0 0 539 54 Percent Heavy Vehicles 2 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (vehlh) 45 12 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.75 0.85 0.75 Hourly Flow Rate, HFR (veh/h) 0 0 0 60 0 16 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 _ LR Delay, Queue. Lenth, :and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 .7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 17 76 C (m) (veh/h) 979 301 vlc 0.02 0.25 95% queue length 0.05 0.98 Control Delay (slveh) 8.7 21.0 LOS A C Approach Delay (s/veh) — -- 21.0 Approach LOS — -- C Copyright © 2005 University of Florida, Ail Rights Reserved HCS+TM Version 5.2 Generated: 12/2/2005 2:06 PM TWO-WAY STOP CONTROL SUMMARY General °'information` ` Site :Information Analyst haf Agency/Co. TAP/FC1 Date Performed 12/1/2005 Analysis Time Period PM Peak Hour Intersection Drive C & Delaware Pkwy Jurisdiction City of Miami Analysis Year 2009 with Project Project Description Miami River Rapids MUSP EastlWest Street: Delaware Pkwy North/South Street: Drive C 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 (vehth) 15 547 425 46 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR (vehlh) 17 643 0 0 499 54 Percent Heavy Vehicles 2 -- -_ 0 — -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (vehih) 45 12 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.75 0.85 0.75 Hourly Flow Rate, HFR (vehlh) 0 0 0 60 0 16 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 LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 17 76 C (m) (vehlh) 1013 327 v/c 0.02 0.23 95% queue length 0.05 0.88 Control Delay (s/veh) 8.6 19.3 LOS A C Approach Delay (s/veh) -- -- 19.3 Approach LOS -- C Copyright © 2005 University of Florida, AD Rights Reserved HCS+TM Version 5.2 Generated: 12/2/2005 2:07 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period haf TAP/FCI 12/1/2005 PM Peak Hour Intersection Jurisdiction Analysis Year Drive D & NW S River Dr City of Miami 2009 with Project Project Description Miami River Rapids MUSP EastNVest Street: NW S River Drive North/South Street: Drive D intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 Study Period (hrs): 0.25 3 4 Westbound 5 6 L T T Volume (veh/h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) 0.85 137 0.85 11 0.85 100 0.85 160 0.85 0.85 Percent Heavy Vehicles Median Type 0 2 161 12 Undivided 117. 0 188 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration Upstream Signal Minor Street Movement TR 0 Northbound LT 0 Southbound 7 8 9 10 11 12 R Volume (veh/h) Peak -Hour Factor, PHF 0.85 0.85 30 0.75 0.75 0.85 0.75 Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Percent Grade (%) 0 0 0 0 40 0 0 0 0 0 0 0 0 0 Flared Approach Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration v (veh/h) LT R 117 40 C (m) (veh/h) vic 1416 882 0.08 0.05 95% queue length 0.27 0.14 Control Delay (sfveh) 7.8 9.3 LOS A A Approach Delay (s/veh) 9.3 • Approach LOS A Copyrights 2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 121212005 2:13 PM TWO-WAY STOP CONTROL SUMMARY General information .' Site ;information Analyst haf Agency/Co, TAP/FCi Date Performed 12/1/2005 Analysis Time Period PM Peak Hour Intersection Drive E & NW S River Dr Jurisdiction City of Miami Analysis Year 2009 with Project Project Description Miami River Rapids MUSP East/West Street: NW S River Drive North/South Street: Drive E 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 (vehlh) 173 0 103 260 Peak -Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR (veh/h) 0 203 0 121 305 0 Percent Heavy Vehicles 2 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 35 I Peak -Hour Factor, PHF 0.85 0.85 0.75 0.75 0.85 0.75 Hourly Flow Rate, HFR (veh/h) 0 0 46 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 1 0 0 0 Configuration R Delay, Queue Length,' and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT R v (veh/h) 121 46 C (m) (veh/h) 1381 843 vlc 0.09 0.05 95% queue length 0.29 0.17 Control Delay (s/veh) 7.9 9,5 LOS A A Approach Delay (s/veh) -- -- 9.5 r Approach LOS -- -- A Copyright ® 2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 12/2/2005 3:30 PM LONG REPORT Geriena I Information Site Information Analyst Agency or Co. Date Performed Time Period haf TAP 12/2/2005 Intersection Drive F and Delaware Pkwy Area Type All other areas Jurisdiction 2009 with Project Analysis Year • Intersection Geometry Grade = 0 2 0 Grade = 0 1 Grade = 0 Grade F`iffrZ�.e = T =L TR = LT LR = LTR Volume and Timing Input EB WB NB LT TH RT LT TH RT LT TH RT LT Volume (vph) 621 31 491 10 16 % Heavy Veh 0 0 0 0 0 PHF 0.85 0.85 0.85 0.85 0.85 Actuated (P1A) P A A A Startup Lost Tirne 2.0 2.0 2.0 ExtenSion of Effective Green 2.0 2.0 2.0 Arrival type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 Parking (Y or N) Parking/Hour Bus Stops/Hour 0 0 Pedestrian Timing 3.2 3,2 EB Only WB Only 03 04 SB Only 06 07 Timing G = 18.0 G = 8.0 G= G= G = 5.0 G= G= Y= 4.1 Y= 4.5 Y= Y = 4.5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 44.1 VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET Genera i;tn oration Project Description Miami River Rapids MUSP - 2009 with Project • • olume Adjustrnen Volume PHF Adjusted Flow Rate Lane Group Adjusted Flow Rate Proportion of LT or RT LT 0.000 EB TH 621 0,85 731 TR 767 RT 31 0.85 36 0.047 LT 0.000 WB TH 491 0.85 578 TR 590 RT 10 0.85 12 0.020 LT NB TH RT LT 16 0.85 19 19 Saturation Flow Rate Base Satflow 1900 1900 1900 Number of Lanes 2 0 2 0 1 fw 1.000 1.000 1.000 friV 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 fbb 1.000 1.000 1.000 1.000 1.000 1.000 fLu 0.952 0.952 1.000 fLT 1.000 1.000 0.950 Secondary fLT fRT 0.993 0.997 1.000 Lpb 1,000 1.000 fRpb 1.000 1.000 Adjusted Satflow 3592 3607 1805 Secondary Adjusted Satflow CAPACITY AND LOS WORKSHEET flora[ nforatjon 1110 Project Description Capacity Analysis EB WB NB SB Lane Group TR TR Adjusted Flow Rate 767 590 19 Satfiow Rate 3592 3607 1805 Lost Time 2.0 2.0 2.0 Green Ratio 0.41 0.18 0.11 Lane Group Capacity 1466 654 205 v!c Ratio 0.52 0.90 0.09 Flow Ratio 0.21 0.16 0.01 Critical Lane Group Sum Flow Ratios 0.39 Lost Time/Cycle 13,10 Critical v/c Ratio 0.55 ane Group Capacity, Control, Delay, and LOS Determination EB WB NB SB Lane Group TR TR Adjusted Flow Rate 767 590 19 Lane Group Capacity 1466 654 205 v/c Ratio 0.52 0.90 0.09 Green Ratio 0.41 0.18 0.11 Uniform Delay di 9.8 17.7 17.5 Delay Factor k 0.50 0.42 0.11 Incremental Delay d2 1.3 15.8 0.2 PF Factor 1.000 1.000 1.000 Control Delay 11.2 33.5 17.7 Lane Group LOS 8 Approach Delay Approach LOS 11.2 33.5 8 C C17:1) 8 Intersection Delay 20.8 Intersection LOS SUPPLEMENTAL UNIFORM DELAY WORKSHEET FOR LEFT TURNS FROM EXCLUSIVE LANES WITH PROTECTED AND PERMITTED PHASES General Information Project Description Miami River Rapids MUSP - 2009 with Project vic'Ratio Computation EB WS NB SB Cycle Length, C (s) 44.1 Prot. Phase Eff. Green Interval, g (s) Opposed Queue Eff. Green Interval, gq (s) Unopposed green interval, gu (s) Red Time, r(s) Arrival Rate, qa (vehls) Protected Phase Departure Rate, sp (veh/s) Perm. Phase Departure Rate, ss (veh/s) Xperm Xprot (N/A for Lagging Left -turns) Uniform Queue Size and Delay:'Computa ions Queue at Start of Green Arrow, Qa Queue at Start of Unsaturated Green, Qu Residual Queue, Qr Uniform Delay, di Uniform Queue Size and Delay''Equa ions Case Qa Qu Qr di If Xperm <= 1.0 & Xprot <= 1,0 1 gar gagq 0 [0.51(gaC)11rQa + Qa21(Sp - Cis) +ggQu + Qu2Ass qa) If Xperm <= 1.0 & Xprot > 1.0 2 gar Qr + gagq Qa -g(sp- qa) [0.5/(gaC)][rQa + g(Qa + Qr) +gq (Qr + Qu) + Qu2I s - qa) If Xperm > 1.0 & Xprot <= 1.0 If Xperm <= 1.0 (lagging lefts) 3 Qr + gar gagq Qu - gu(Ss - qa) [0.5/(gaC)][ggQu * gu(Qa + Qr) + r(Qr+ Qa) + Qa2I(sp'{lc 4 0 qa(r + gq) 0 [0,5/(gaC)][r + gq)Qu + Quvis$ -qa) If Xperm > 1.0 (lagging lefts) 5 Qu - gu(ss - qa) qa(r+gq) 0 [0.5/(gaC)1[r + gq)Qu + gu(Qu + Qa) + Qa2/(sp - qa) BACK -OF -QUEUE WORKSHEET General infarmition` Project Description Miami River Rapids MUSP - 2009 with Project Average Back of Queue EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Lane Group TR TR Initial Queue/Lane 0.0 0.0 0.0 Flow Rate/Lane 767 590 19 • Satflow/Lane Capacity/Lane Flow Ratio v/c Ratio Factor Arrival Type 1886 0.52 1,000 3 1894 0.90 1.000 3 1805 0.09 1.000 3 Platoon Ratio PF Factor Qi ka Q2 Q Average 1.00 1.00 3.7 0.6 0.6 4,3 Percentile Back of Queue: (95.th percentile) ; fa% BOQ, Q% Queue Storage Ratio 2.0 8.7 1.00 1.00 3.7 0.2 1.6 5.3 1.9 10.3 1.00 1.00 0.2 0.2 0.0 0.2 17) 0.5 Q Spacing 25,0 25.0 25.0 Q Storage 0 0 0 Average RQ 95% Rc°ro •Copyright C 2005 University of Florida, Ali Rights Reserved HCS+rM Version 5.2 Generated: 1202005 2:23 PM