Stantec // Oceana Gold NZ Ltd // Waihi North Project Transportation Assessment 31 Table 4 Baseline of Project Martha 2024 PM Peak (1700-1800), Baxter Rd/SH2 Vehicle Movement Performance Mov ID Turn INPUT VOLUMES DEMAND FLOWS Deg. Satn Aver. Delay Level of Service 95% BACK OF QUEUE Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h veh/h veh/h % v/c sec veh m km/h South: SH2 2 T1 446 55 469 12.3 0.260 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 99.9 3 R2 1 0 1 0.0 0.001 10.0 LOS B 0.0 0.0 0.55 0.61 0.55 71.8 Approach 447 55 471 12.3 0.260 0.0 NA 0.0 0.0 0.00 0.00 0.00 99.8 East: Baxter Rd 4 L2 16 1 17 6.3 0.025 13.5 LOS B 0.1 0.6 0.56 0.92 0.56 66.8 6 R2 17 0 18 0.0 0.072 22.5 LOS C 0.2 1.6 0.82 1.00 0.82 58.8 Approach 33 1 35 3.0 0.072 18.1 LOS C 0.2 1.6 0.69 0.96 0.69 62.4 North: SH2 7 L2 5 0 5 0.0 0.362 7.9 LOS A 0.0 0.0 0.00 0.01 0.00 88.4 8 T1 615 77 647 12.5 0.362 0.0 LOS A 0.0 0.0 0.00 0.01 0.00 99.6 Approach 620 77 653 12.4 0.362 0.1 NA 0.0 0.0 0.00 0.01 0.00 99.5 All Vehicles 1100 133 1158 12.1 0.362 0.6 NA 0.2 1.6 0.02 0.03 0.02 97.8 The following Table 5 shows the performance of the intersection during the evening highway peak in 2024 with the additional traffic expected from WNP. Table 5 WNP 2024 PM Highway Peak (1700-1800), Baxter Rd/SH2 Vehicle Movement Performance Mov ID Turn INPUT VOLUMES DEMAND FLOWS Deg. Satn Aver. Delay Level of Service 95% BACK OF QUEUE Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h veh/h veh/h % v/c sec veh m km/h South: SH2 2 T1 446 55 469 12.3 0.260 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 99.9 3 R2 1 0 1 0.0 0.001 10.0 LOS A 0.0 0.0 0.55 0.61 0.55 71.8 Approach 447 55 471 12.3 0.260 0.0 NA 0.0 0.0 0.00 0.00 0.00 99.8 East: Baxter Rd 4 L2 124 1 248 0.8 0.342 14.4 LOS B 1.6 11.3 0.64 1.03 0.79 67.2 6 R2 129 0 258 0.0 1.102 101.6 LOS F 15.6 109.5 1.00 1.69 5.02 25.6 Approach 253 1 506 0.4 1.102 58.8 LOS F 15.6 109.5 0.82 1.37 2.95 36.7 North: SH2 7 L2 7 0 7 0.0 0.361 7.9 LOS A 0.0 0.0 0.00 0.01 0.00 88.3 8 T1 611 77 643 12.6 0.361 0.0 LOS A 0.0 0.0 0.00 0.01 0.00 99.5 Approach 618 77 651 12.5 0.361 0.1 NA 0.0 0.0 0.00 0.01 0.00 99.3 All Vehicles 1318 133 1627 8.7 1.102 18.4 NA 15.6 109.5 0.26 0.43 0.92 65.0 Table 5 shows a poor level of service for right turns out of Baxter Road with delays of up to 102 s. However, the delays do not directly affect the state highway traffic and in reality, departing drivers from the site would likely adopt their own staggered timings to reduce congestion. Nonetheless it is recommended that traffic delays and hence driver frustration could readily be reduced by stagger ing departure times through management of the end of shift of the construction workers, as it is predominantly the construction workers that are expected to depart site at around 5pm. Sensitivity models have been run for a) a peak spreading of departing workforce, and b) other days of the week other than Friday as shown in Table 6 and Table 7 below respectively.
RkJQdWJsaXNoZXIy MjE2NDg3