Answer Happy

2 of 8 Table 1 - Existing turning movement counts Approach Movement Turning counts Bayview Ave. Left tum 30 Right turn IS Clayton Read N Left tum 10 Through 50 Clayton Roads Through 60 Right turn 15 The existing intersection configuration is illustrated in Figure 2, which shows each approach has one lanc, in which two movements from the same approach share the lane. Figure 2 - existing intersection configuration CIV2282 Turp and Traffic Engineering Assignment we Version 2032 In order to address the excessive queuing problem, a proposal has been received to change the unsignalized intersection layout by providing sepatute lanes for the right and left turnings of Clayton Road Sand Bayview Avenue, respectively (see Figure 3), and to change intersection control to either a roundabout (see Figure 4) or a signalised intersection (see Figure 5). You have been asked to compare the performance of the proposed improvements. Assume the space is sufficient to host signalling devices or roundabout facilities. The queuing service rates (practical capacities) are assumed to equal to 90 per cent of the corresponding theoretical absorption capacities. To do this, you should (see the marking guide for more details): • Calculate the proportions of vehicles that have to stop for all six movements in all three intersection configurations • Calculate the average delays per vehicle (average time in the system") in all three intersection configurations - for the six movements, for the three approach roads, and for the intersection as a whole. • Calculate the 95th percentile queue lengths (that which is exceeded only 3% of the time), for the six movements in the unsignalised and roundabout configurations. Calculate the maximum queue lengths for the six movements in the signalised configuration.
You can assume that if the intersection were to be reconfigured as a signalised intersection as shown in Figure 5. 1 Clayton North RJ 101v Bayview Clayton South Figure 5 - proposed signalised intersection configuration Saturation Flows are assumed to be 1800 veh/h for through movements, 1600 veh/h for protected right turn movements, and 1200 veh/h for left turn movements. The intersection would operate as a three-phase timing plan, with a leading protected right turn from the South approach (Movement 6 in Figure 6 below). Inter-green times and minimum displayed green times are assumed to be 4 seconds and 7 seconds respectively for all movements, resulting in lost times and minimum effective green times also of 4 seconds and 7 seconds respectively. An initial cycle time of 90 seconds can be assumed, this will need to be revised in your calculations to give a value between the optimum and practical cycle times. Include a large, clear diagram of the intersection operating in this configuration, and a movement diagram showing which movements operate in which phases and the critical movements. You should show all of your calculations, neatly presented in Tables and Figures that are referenced in the text of your report.
Phase A Phase B Phase C 43 43 43 N N — 7 56 56 56 Figure 6 - Phase Diagram for Leading Protected Right Turn from South Approach