Loading...
HomeMy WebLinkAboutAppendix D0 • APPENDIX D: Existing Conditions (2006) SYNCHRO 6.0 Outputs • 0 Miami -Dade County Public Works Department Existing Timing Plans 0 4136.txt 4110 & INTERSECTION STATUS REPORT FOR 4136 US 1 & NE 17 TERR PAGE 1 • • MIN SECTION 3 OFFSET TRUE 54 AOG 48 45 TOD PATTERN 18 OFFSET DESIRED 14 BOG 20 20 EARLY YIELD 0 TS 0 LINE # 9 COG 14 5 CONTR STAT OC SECTION C.L. 115 DOG 0 0 CONTR OPER SA SENDING SKIP NO CURRENT INTERVAL DURATIONS -- SUM = 95 1 2 3 4 5 6 7 8 9 10 NSW F Y EWW F G Y SL Y R 38 10 4 7 12 1 4 14 4 1 A A B B B C SKIPS: S = NO SBLT ENTER THE CONTROLLER #, PAGE # (1-8), OR / (TO STOP) 4136 US 1 & NE 17 TERR TIMING FOR DAY # 2 (SECTION 3) PAGE 4 TIME PT OFF NSW F Y EWW F G Y SL Y R S Y M CYC MIN: 35 10 12 1 5 0 11 88 40 10 4 7 12 1 4 7 4 1 90EARLY NI 15 21 88 40 10 4 7 12 1 4 7 4 1 90NITE M2 115 23 0 38 10 4 7 12 1 4 5 4 1 6 86LATE NIG 500 19 0 38 10 4 7 12 1 4 5 4 1 6 86DAWN M2 545 1 88 40 10 4 7 12 1 4 7 4 1 90AvG M2 0 615 2 3 39 10 4 7 12 1 4 8 4 1 90PRE AM M 745 12 23 40 10 4 7 12 1 4 7 4 1 90AM PEAK 845 16 8 51 10 4 7 12 1 4 16 4 1 110MID MORN 1200 17 49 52 10 4 7 12 1 4 15 4 1 110NOON M2 1345 10 52 49 10 4 7 12 1 4 18 4 1 110AFT M1 0 1545 9 54 54 10 4 7 12 1 4 18 4 1 115PRE PM P 1630 18 14 54 10 4 7 12 1 4 18 4 1 115PM PEAK 1800 3 1 39 10 4 7 12 1 4 8 4 1 90POST PM 1900 1 88 40 10 4 7 12 1 4 7 4 1 90AVG M2 0 2130 11 88 40 10 4 7 12 1 4 7 4 1 90EARLY NI ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) Page_____1 • • • 2380 N BAYSHORE & NE TIME PT OFF NSW F Y MIN: 8 11 0 5 0 10 11 4 530 4 0 14 11 4 700 1 0 12 11 4 900 4 0 14 11 4 1100 2 13 11 11 4 1400 4 0 14 11 4 1600 3 17 12 11 4 1900 4 0 14 11 4 2200 6 0 14 11 4 ENTER NEXT PAGE # (1 2381 US 1 & NE 15 ST TIME PT OFF NSW F Y MIN: 7 6 0 11 7 35 6 15 21 0 14 6 115 23 0 14 6 500 19 3 39 6 545 1 36 35 6 615 2 35 35 6 745 12 42 35 6 845 16 18 52 6 1200 17 6 55 6 1345 10 6 55 6 1545 9 2 55 6 1630 18 7 55 6 1800 3 7 35 6 1900 1 36 35 6 2130 11 7 35 6 ENTER NEXT PAGE # 4136 U5 1 & NE 17 TIME PT OFF NSW F MIN: 35 10 0 11 88 40 10 15 21 88 40 10 115 23 0 38 10 500 19 0 38 10 545 1 615 2 745 12 845 16 1200 17 1345 10 1545 9 88 40 10 3 39 10 23 40 10 8 51 10 49 52 10 52 49 10 54 54 10 1630 18 14 54 10 1800 3 1 39 10 1900 1 88 40 10 2130 11 88 40 10 ENTER NEXT PAGE # 4 4 4 4 4 4 4 4 4 4 (1 2380-2381-4136.txt 15 ST TIMING FOR DAY # 2 (SECTION 161) PAGE 4 R EWL Y EWW F G Y R NSL Y S Y M CYC 5 17 1 5 1 0 0 7 17 1 4 2 0 0 6 7 57NIGHT 2/ 1 8 3 7 17 1 4 2 10 3 7 85AVG 0/3 1 7 3 7 17 1 4 2 8 3 80AM PEAK 1 8 3 7 17 1 4 2 10 3 7 85AvG 0/3 1 7 3 7 17 1 4 2 9 3 80MID-DAY 1 8 3 7 17 1 4 2 10 3 7 85AVG 0/3 1 6 3 7 17 1 4 2 9 3 80PM PEAK 1 8 3 7 17 1 4 2 10 3 7 85AVG 0/3 1 8 3 7 17 1 4 2 10 3 7 85AVG 0/3 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) TIMING FOR DAY # 2 (SECTION PAGE 4 R WL Y EWW F G Y R NSL Y 5 11 1 5 1 7 3 7 11 1 4 1 7 3 90EARLY NI 1 5 3 7 11 1 4 1 5 3 7 65NITE M2 1 5 3 7 11 1 4 1 5 3 7 65LATE NIG 1 5 3 7 11 1 4 1 5 3 8 90DAWN M2 1 7 3 7 11 1 4 1 7 3 8 90AVG M2 0 1 7 3 7 11 1 4 1 7 3 8 90PRE AM M 1 7 3 7 11 1 4 1 7 3 8 90AM PEAK 1 10 3 7 11 1 4 1 7 3 8 110MID MORN 1 7 3 7 11 1 4 1 7 3 8 110NOON M2 1 7 3 7 11 1 4 1 7 3 8 110AFT M1 0 1 7 3 7 11 6 4 1 7 3 8 115PRE PM P 1 7 3 7 11 6 4 1 7 3 8 115PM PEAK 1 7 3 7 11 1 4 1 7 3 8 90POST PM 1 7 3 7 11 1 4 1 7 3 8 90AVG M2 0 1 7 3 7 11 1 4 1 7 3 90EARLY NI DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) 3) S Y M CYC TERR TIMING FOR DAY # 2 (SECTION PAGE 4 Y EWW F G Y SL Y R 12 1 5 4 7 12 1 4 7 4 1 90EARLY NI 4 7 12 1 4 7 4 1 90NITE M2 4 7 12 1 4 5 4 1 6 86LATE NIG 4 7 12 1 4 5 4 1 6 86DAWN M2 4 7 12 1 4 7 4 1 90AVG M2 0 4 7 12 1 4 8 4 1 90PRE AM M 4 7 12 1 4 7 4 1 90AM PEAK 4 7 12 1 4 16 4 1 110MID MORN 4 7 12 1 4 15 4 1 110NOON M2 4 7 12 1 4 18 4 1 110AFT M1 0 4 7 12 1 4 18 4 1 115PRE PM P 4 7 12 1 4 18 4 1 115PM PEAK 4 7 12 1 4 8 4 1 90POST PM 4 7 12 1 4 7 4 1 90AVG M2 0 4 7 12 1 4 7 4 1 90EARLY NI (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) Page 1. 3) 5 Y M CYC • • • DADE COUNTY SIGNAL INFORMATION NE 19 ST& US 1 01/11/2006 t3 tit CO4 stiOlA 2390 US 1 & NE 19 ST LW, TIMING FOR DAY # 4 (SECTION 3) PAGE 4 TIME PT OFF G Y1`EWW F Gl Y S Y M CYC MIN: 20 18 1 0 11 35 55 1 4 7 18 1 4 90EARLY NI 15 2.1 0 30 1 4 7 18 1 4 6 65NITE 142 115 23 0 30 1 4 7 18 1 4 6 65LATE NIG 500 19 0 30 1 4 7 18 1 4 6 65DAWN M2 545 1 35 55 1 4 7 18 1 4 90AVG M2 0 615 2 66 55 1 4 7 18 1 4 90PPE AM M 745 12 74 55 1 4 7 18 1 4 90AM PEAK 845 16 53 75 1 4 7 18 1 4 110M1D MORN 1200 17 58 75 1 4 7 18 1 4 110N00N M2 1345 30 58 75 1 4 7 18 1 4 110AFT M1 0 1545 9 .54 80 1 4 7 18 1 4 115PRE PM P 1630 18 45 80 1 4 7 18 1 4 115PM PEAK 1800 3 32 55 1 4 7 18 1 4 90POST PM 1900 1 35 55 1 4 7 18 1 4 90AVG M2 0 2130 11 35 55 1 4 7 18 1 4 90EARLY NI • • 1: NE 17 TER & US 1/BISCAYNE BLVD HCM Signalized Intersection Capacity Analysis PM Peak Hour Existing Traffic Conditions Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor. Frt Fit Protected Satd. Flow (prat) Fit Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Perm Protected Phases Permitted Phases 4 Actuated Green, G (s) Effective Green, g (s) Actuated g1C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) Ws Ratio Prot v/s Ratio Perm vlc. Ratio'' Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 1900 1900 1900 4.0 1.00 0.95 0.99 1750 0.41 724 13 0.98 8 0.98 8 3 12 0.98 12 11 0 22 0 Perm 4 9.2 9.2 0.08 4.0 3.0. 58 c0.03 0.38 50.2 1.00 4.1 54.3: 54.3 D 8 9.2 9.2 0.08 4.0 3.0 131 0.02 0.21 49.5 1,00. 0.8 50.3 D BT ..8t113 I�I18I S..... t` $18 1900 :1900 1900 4.0 4.0 1.00 1.00 1.00 0.88 0.95 ..::1.00 1770 1641 0.88 1.00 1636 1641 27 36 0.98 0.98, 28 37 0 130 25 48 8 9.2 9.2 0.08 4,0 3.0 131 0.03 0.37 50.1 1.00 1.8 51.9 D 51.7 1900:: ' 1900 ` .1 4.0 4.0 1.00 0.95 1.00 0.99 0.95 1.00''. 1770 3508 0.36 1.00 >' 667 3508 138 8...:>.:621 0.98 0.98 141 8 0 0 0 8 Perm 38 0.98 0.98 0.98 634 39 226 2 0 0 671 0 . 226 pm+pt 2 2 84.6.84.6. 85.6 85.6 074 0.74 5.0 5.0 3.0 3.0 496 2611 0.19 0.01 0.02 3.8. 1.00 0.1 3.9. A 0.26 4.6 1.00' 0.2 4.9 A 4.9 A. 900: 1900. 4.0 1.00 1.00 0.95 1770 0.36 678 221: . 1900 1900 4.0 0.95 1.00 1.00 3526 1.00 3526 741 19 0.98 0.98 756 19 1 0 774 0 6 6 96.8 96.8 97.8 . 97.8 0.85 . 0.85 4.0 5.0 3.0 3.0 654 2999 c0:02 0.22 c0.27 0.35 0.26 1.8 1.6 .:... 1.00: 1,00 0.3 0.2 2.1 1.9 A A 1.9 A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical` Lane Group 9.2 0.35 115.0 51.0% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service A 8.0 A 2/13/2006 G:1043000000 - Hotel De L'OperalCalcs\SYNCHRO\Existing\Existing PM -Peak -PI 2i r-Horn and Associates, Inc. • • 1: NE 17 TER & US 1/BISCAYNE BLVD Timings PM Peak Hour Existing Traffic Conditions Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phases Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) . .. .... ............ ... . Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v]c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS efte 8 Perm 27 Perm 8' 8 Perm +I 621 221 741 pm+pt 6 6 4 4 8 8 2 2 1 6 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 21.0 21.0 21.0 21.0 21.0 21.0 9.0 21.0 24.0 24.0 24.0 24.0 68.0 68.0 23.0 91.0 20.9% 20.9% 20:9% 20.9% .59.1 % :59.1 % 20.0%'79.1 % 4.0 4.0..._. 4.0 4.0 4.0 4.0 4.0 4.0 0.0 0.0 0.0 0.0 1.0 1.0 0.0 1.0. Lag Lag Lead None 0.38 0.26 34.8 None 9.2 0.08 0.23 34.8 0.0 34.8 None None C-Max C-Max None C-Max 92 ` 9.2 85.6 85.6 97.8 97.8 0.08 0.08 0.74 0.74 0.85 0.85 0.23 ` 0.68 0.02 48.5 17.0 5.5 0.0 0.0 0.0 48.5 17.0 5.5 ;. C. D B A 21.3 .. _. 0.26 5.4 0.0 5.4 A 5.4 Cycle Length: 115 Actuated Cycle Length: 115 Offset: 14 (12%), Referenced to phase 2.NBTL and 6 SBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Maximum v{c Ratio: 0.68 Intersection Signal Delay: 6.1. Intersection Capacity Utilization 51.0% Analysis Period (min) 15 Intersection LOS: A ICU Level of Service A Splits and Phases: 1: NE 17 TER & US 1/BISCAYNE BLVD 2/13/2006 G:1043000000 - Hotel De L`Opera\Calcs\SYNCHRO\Existing\Existing PM-Peak-P '-Horn and Associates, Inc. 8: NE 17 TER & NE 4th Avenue HCM Unsignalized Intersection Caeacity Analysis PM Peak Hour Existing Traffic Conditions 4, Lane Configurations Sign Control Grade Volume (veh/h). 8 Peak Hour Factor 0.98 Hourly flow rate (vph) 8 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 20 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) ... 2.2 p0 queue free % 99 cM capacity (veh/h) 1368 Free Free 0% 0% 251 2 0 197. 0.98 0.92 0.92 0.98 256 2 0 201 248 44 Stop 0% 0 0 0. 0.,; 0.98 0.92 0.92 0.92 0.98 0 0. 0 0 0 None Stop 0% 0 0 16 0.92 0.98 0. 16 None 258 390 475 129 345 476 101 201 258 390 475 129 345 476 101 4.1 4.1 7.5 ,` 6.5 6.9 7.5 6.5 6.9 2.2 3 5 4 0 `' :. 3 3 ''' 3 5 4.0 3.3 100 100 100 100 100 100 98 1303 531 484. 897. 582 ::.'484 935 Volume Total 136 130 101 101 0 16 Volume Left 8 0 0 0 0 0 Volume Right 0 2 0 0 0 16 cSH 1368 1700 1700 1700 1700 935 Volume to Capacity 0.01 0.08 >;0.06 0.06 ;`0,00 0.02 Queue Length 95th (ft) 0 0 0 0 0 1 Control. Delay (s) 0.5 0.0 0.0 0.0 0.0 : 8.9 Lane LOS A A A Approach Delay (s) 0.3 0.0 0.0 8.9 Approach LOS A A Average Delay Intersection Capacity Utilization Analysis Period (min) 0.4 16.1% 15 ICU Level of Service` G:i043000000 - Hotel De L`OperalCalcs\SYNCHRO\Existing\Existing PM-Peak-P i-Horn and Associates, Inc. 11: NE 17 TER & CONNECTOR HCM Unsignalized Intersection Capacity Analysis ii(77 Lane Configurations +t Sign Control Free Free Stop Grade 0% 0°A, 0% Volume (vehib) 0 251 197 252 80 0 Peak Hour Factor 0.98 0.98 0.98 0.98 1.00 0.98 Hourly flow rate (vph) 0 256 201 257 80 0 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 437 pX, platoon unblocked vC, conflicting volume 458 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 458 tC, single (s) tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 85 100 cM capacity (veh/h) 1099 532 773 Volume Total 128 128 .134 324 80 Volume Left 0 0 0 0 80 Volume Right 0 0 0 257 0 cSH 1700 1700 1700 1700 532 Volume to Capacity 0.08 0.08 0.08 0.19 0.15 Queue Length 95th (ft) 0 0 0 0 13 Control Delay (s) 0.0 0.0 0.0 0.0 13.0 Lane LOS Approach Delay (s) 0.0 0.0 13.0 Approach LOS :7TS0a4M... Average Delay Intersection Capacity Utilization Analysis Period (min) None 458 229 458 229 4.1 6.8 6.9 PM Peak Hour Existing Traffic Conditions -'-=EW45ggtWiWia&g4r4gWtv,e7n 1.3 24.7% ICU Level of Service A 15 2/13/2006 G:1043000000 - Hotel De L'Opera\Calcs\SYNCHRO\Existing\Existing PM-Peak-Plikrthg-Horn and Associates, Inc. 12: NE 4th Avenue & CONNECTOR HCM Unsignalized Intersection Capacity Analysis PM Peak Hour Existing Traffic Conditions love l f"k Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) 8 0 82 16 0 >: 257 Pedestrians Lane Width. (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC 1, stage 1 conf vol vC2 stage. 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free °A° cM capacity (vehlh) 4 Free Free Stop 0% 0% 0% 8 0 s'80 16 0 252 0.98 0.98 0.98 0.98 0.98 0.98 8 4.1 Volume Total .8 98 267 Volume Left 0 82 0 Volume Right 0 0 257 cSH 1700 1612 1074 Volume to Capacity 0.00 0.05 0.24 Queue Length 95th (ft) 0 4 23 Control Delay (s) 0,0 6.2 9.4 Lane LOS A A Approach Delay (s) 0.0 6.2 9.4 Approach LOS A. mma; Average Delay Intersection Capacity. Utilization Analysis Period (min) 8.3 26.6% 15 None 188 8 188 8 6.4 . 6.2 3.5 3.3 100 76 761 1074 ICU Level of Service 2/.13/200.6 G_1043000000 - Hotel De L'OperalCalcs\SYNCHRO\ExistinglExisting PM-Peak-PParf4..Horn and Associates, Inc. • • 10: N BAYSHORE DR & NE 17 TER HCM Unsignalized Intersection Capacity Analysis PM Peak Hour Existing Traffic Conditions f i t' Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ills) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal. (ft) pX, platoon unblocked vC,`conflicting volume'; vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % eM capacity (veh/h) Free 0% 427: 0.98 436 Free Stop 0% 0% 102 19 ' . 307 41 17 0.98 0.98 0.98 0.98 0.98 104 19 313 42 : 17 540 540 None 840 270 840 270 4.1 6.8 6.9 2.2 3.5 3.3 98 86 98 1 025 298 728 Volume. Total 290 249 19 313 59 Volume Left 0 0 19 0 42 Volume Right 0 .... `104 0 0 17 cSH 1700 1700 1025 1700 361 Volume to Capacity 0.17 0.15 0.02 0.18 0.16 Queue Length 95th (ft) 0 0 1 0 14 Control Delay (s) 0.0 0.0 8.6 0.0 16.9 Lane LOS A C Approach Delay (s) 0.0 0.5 16,9 Approach LOS C Average Delay Intersection Capacity Utilization Analysis Period (min) 26.2% 15 CU Level of Service 2113/2006 G:i043000000 - Hotel De L'OperalCalcs\SYNCHRO\ExistinglExisting PM-Peak-Pli r4W-Horn and Associates, Inc. • • 4: NE 18th Street & NE 4th Avenue (Westside) HCM Unsignalized intersection Capacity Analysis Five Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph). Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream. signal (ft) pX, platoon unblocked vC, conflicting volume. 365 . 348 34 406 348 155: 35 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 545 546 1039 487 Volume; Total Volume Left Volume Right: cSH .... 4t+ Stop : 365 348 34 406 348 155 35 7.1 6.5 6.2 7.1 6.5 6.2 4.1 3.5 4.0 3.963 3. 99 93 995 41. Stop Free" Free 0% 0% 0`)/0 0% 3 36 39 3 27 : 3 :: 77' : 151 1 1 33 1 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 3 37. 40 3 28 3 79:: 154 1 1 34 1 PM Peak Hour Existing Traffic Conditions None 235.. 4.0 3.3 .: 2.2 95 ...... 100 95 ... 546 891 s;1577 21 58 17 17 234 36 3 0 3 0 79 0. 40 0 3 1 546 809 534 588 1577 1425 Volume to Capacity 0.04 0.07 0.03 0.03 "` 0.05 ` 0.00 Queue Length 95th (ft) 3 6 2 2 4 0 Control 1 Delay (s) 1.D 9.8 :;';12.0. 11.3 2.8 0.2 Lane LOS B A BB A A Approach Delay (s) 104 11.6 2.8 02 Approach LOS B B 155 155 41 2.2 100 1425 463 Average Delay Intersection Capacity Utilization Analysis Period (min) 4.9 30.2%. 15 ICU Level of Service 2/13/2006 G:1043000000 - Hotel De L'Opera\Calcs\SYNCHRO\Existing\Existing PM-Peak-P '-Horn and Associates, Inc. • • 26: NE 18th Street & NE 4th Avenue (Eastside) HCM Unsignalized Intersection Capacity Analysis Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane. Width. (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume , 37 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 37 tC, single (s) tC, 2 stage (s) tF (s) 2.2 p0 queue free °A° 100 cM capacity (veh/h) 1572 Volume Total Volume Left Volume. Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 4.1 41+ Free 0%. 4 20 0 3 0.98 0.98 0.98 0.98 0.98 4 20 0 3 32 20 20 4.1 4t Free 0% 31 PM Peak Hour Existing Traffic Conditions 4 Stop 0% 5 0 3 7 7 °1 1 0.98 0.98 0.98 0.98 0.98 0.98 0.98 5 0 3 7 7 1 None 4 Stop 0% None 52 71 10 67 69 18 52 71 10 67 69 18 7.5 6.5 6.9 ' 7.5 6.5 6.9 2.2 3.5 4.0 3.3 3.5 4.0 3.3 100 100 100 99 99 100 100 1594 936 : 815 1068 906 817 1056 14 10 19 21 10 9 4 0 3 0 0 7 0 0 0 5 7 1 1572 1700 1594 1700 977 909 0.00 0,01. 0.00 0.01 0.01 0.01 0 0 0 0 1 1 21 0.0 1.2 0.0 8.7 9.0 A A A A. 1'.2 0.6 8.7 9.0 A A Average Delay Intersection Capacity Utilization Analysis Period (min) 2.7 16.3% 15 ICU Level of Service 2/13/2006 G:t043000000 - Hotel De L°OperalCalcs\SYNCHRO\Existing\Existing PM-Peak-PEBi ell -Horn and Associates, Inc. Turn Type Perm Protected Phases Permitted Phases 4 Actuated Green, G (s) Effective Green, g (s) Actuated g1C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) vls Ratio Prot Ws Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 20: NE 19th Street & US 1/BISCAYNE BLVD HCM Signalized Intersection Capacity Analysis f L Lane Configurations 4 4 ti ) Ideal : Flow (vphpl) 1900.1900 1900 1900 1900 1900 1900 : 1900 ' [ 900 1900 ' 1900 ' 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 LaneUtil. Factor 1.00 ` 1.00 . 1.00 . 0.95 1.00 0.95 Frt 0.94 0.91 1.00 1.00 1.00 0.99 Fit Protected 0.98 ; 1.00 0.95 ` 1.00'< 0.95 1.00 Satd. Flow (prot) 1725 1690 1770 3532 1770 3520 Fit Permitted 0.54 0.97 0.23 1.00 0.13 1.00 Satd. Flow (perm) 942 1643 420 3532 239 3520 Volume (vph) 70 35 74 20 63 160 67 1474 22 48 1046 39 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 71 36 76 20 64 ': 163 'i 68 1504 22 49 1067 40 RTOR Reduction (vph) 0 23 0 0 51 0 0 1 0 0 2 0 Lane Group Flow (vph) 0 160 0 0 196 0 68 1525 0 49 1105 0 Perm Perm Perm 4 8 2 6 8 2 22.3 22.3 84.7 84.7 22.3 22.3 84.7 84.7 0.19 0.19 0.74 0.74 4.0 4.0... 4.0 4.0 3.0 3.0 3.0 3.0 183 319 309 2601 c0.43 c0.17 0.12 0.16 0.21 0.87 . 0.62 0.22, 0.59 0.28 ` 0.43 45.0 42.4 4.8 7.0 5.0 5.8 1.00 1.00 1.00 1.00 ; 1.00 1.00 33.6 3.5 1.6 1.0 3.9 0.5 78.5 : 45.9 6.4 8.0 8.9 6.3 E D A A A A 78.5 45.9 7.9 6.4 . . E D A A PM Peak Hour Existing Traffic Conditions 6 84.7 : 84.7 84.7 84.7 0.74 .:.0.74 4.0 4.0 3.0` 3_0 176 2593 0.31 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity. Utilization Analysis Period (min) c Critical Lance Group 14.4 0.65 115.0 82.6% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 E. 2/13/2006 G:1043000000 - Hotel De L"Opera\Calcs\SYNCHRO\Existing\Existing PM-Peak-P3-Horn and Associates, Inc. • • 20: NE 19th Street & US 1/BISCAYNE BLVD Timings PM Peak Hour Existing Traffic Conditions Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases 70 35 20 Perm Perm .8 2 6 046 6 Detector Phases 4 4 ;: 8 8 2 2 6 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 21.0 21.0 21.0 21.0 21.0 21.0 21.0 21.0.. Total Split (s) 30.0 30.0 30.0 30.0 85.0 85.0 85.0 85.0 Total Split (%} 26.1 % 26.1% 26.1 %..:26.1 % 73.9°la 73.9% 73.9% 73.9% Yellow Time (s) 4.0 4,0 4.0 4.0 4.0 4.0 4.0 4.0 AII-Red'Tirne (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ': 0.0 Lead/Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated gIC Ratio vlc Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS D n Cycle Length: 115 ........ ...::. Actuated Cycle Length: 115 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start, of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Maximum vlc Ratio: 0.79 Intersection Signal Delay: 14.0 Intersection Capacity Utilization 82.6% Analysis Period (min) 15 None None 22.3 0.19 0.79 46.2 0.0 46.2 D 46.2 None None C-Min C-Min C-Min 22.3 84.7 84.7 84.7 84.7 0.19 0.74 0.74 0.74 0.74 0.67 0.23 0.59 0.30 0.43 35.0 9.0 9.4 13.4 7.4 6.8 0.0 = 1.3 0.0 0.0:. 41.7 9.0 10.6 13.4 7.4 D AB '; B A 41.7 10.6 7.6 © B A C-Min Splits and Phases: 20: NE Intersection LOS: B ICU Level of Service E 9th Street & US 1/BISCAYNE BLVD a8 z _2/1312000 G:1043000000 - Hotel De L'Opera\Calcs\SYNCHRO\Existing!Existing PM -Peak -Pi -Horn and Associates, Inc.