Stantec // Oceana Gold NZ // Transportation Assessment - Waihi North Project 32 Table 6 WNP 2024 PM Highway Peak (1700-1800), Baxter Rd/SH2 (Peak Spreading) 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 1 131 0.8 0.180 13.4 LOS B 0.7 4.7 0.59 1.00 0.59 68.3 6 R2 129 0 136 0.0 0.545 30.6 LOS D 2.4 16.9 0.90 1.08 1.35 52.1 Approach 253 1 266 0.4 0.545 22.2 LOS C 2.4 16.9 0.75 1.04 0.98 59.0 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 1387 10.1 0.545 4.3 NA 2.4 16.9 0.14 0.20 0.19 87.9 Table 7: WNP 2024 PM Highway Peak (1700-1800), Baxter Rd/SH2 (sensitivity Mon-Thu) 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 55 376 12.3 0.208 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 9.4 LOS A 0.0 0.0 0.50 0.59 0.50 72.4 Approach 447 55 377 12.3 0.208 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 0.290 12.8 LOS B 1.3 9.2 0.57 1.00 0.63 69.0 6 R2 129 0 258 0.0 0.739 29.9 LOS D 4.9 34.5 0.91 1.19 1.93 52.6 Approach 253 1 506 0.4 0.739 21.5 LOS C 4.9 34.5 0.74 1.10 1.29 59.6 North: SH2 7 L2 7 0 7 0.0 0.289 7.9 LOS A 0.0 0.0 0.00 0.01 0.00 88.3 8 T1 611 77 515 12.6 0.289 0.0 LOS A 0.0 0.0 0.00 0.01 0.00 99.5 Approach 618 77 522 12.4 0.289 0.1 NA 0.0 0.0 0.00 0.01 0.00 99.3 All Vehicles 1318 133 1405 8.1 0.739 7.8 NA 4.9 34.5 0.27 0.40 0.47 80.1 Table 7 both demonstrate the acceptable (LOD D) level of service that results for the right turn out movement (with delays of around 30 s) using an applied level of peak spreading or based on Monday t hrough Thursday peak evening volumes instead of the highly peaked Friday period. Either of these scenarios produces an acceptable level of intersection performance and in comparison, to the base case in Table 4, the expected increase in delay is around 8 s for the right turn out of Baxter Road. The intersection is expected to operate adequately and well within capacity. Maximum vehicle queuing on Baxter Road is well within acceptable tolerances at around 3 to 5 vehicles. 7.3.2 Year 2024 Modelling AM Modelling for the year 2024 has also been undertaken for the morning period based on the peak arrivals associated with the mine shift start at 7 am coincident with one of the morning peak hours of the road network 8 am to 9am. The modelled results are appended and demonstrate that the morning peak intersection performance is adequate with queues of up to 2.2 vehicles for the right turn in movement reducing to 1 vehicle if applying a peak spreading factor.
RkJQdWJsaXNoZXIy MjE2NDg3