Stantec // Oceana Gold NZ // Transportation Assessment - Waihi North Project 28 The intersection has been modelled using SIDRA analysis software and the resultant intersection modelled flows and movement performance is summarised in Table 3 for the evening peak. Table 3: SIDRA Modelled SH25/ Willows Road intersection 2032 pm with Project traffic 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 East: SH25 (north) 5 T1 135 17 142 12.6 0.079 0.0 LOS A 0.0 0.1 0.01 0.00 0.01 50.0 6 R2 1 0 1 0.0 0.079 5.5 LOS A 0.0 0.1 0.01 0.00 0.01 49.0 Approach 136 17 143 12.5 0.079 0.1 NA 0.0 0.1 0.01 0.00 0.01 49.9 North: Willows Road 7 L2 6 1 24 16.7 0.225 5.9 LOS A 0.8 6.1 0.44 0.70 0.44 45.2 9 R2 45 3 180 6.7 0.225 6.7 LOS A 0.8 6.1 0.44 0.70 0.44 45.0 Approach 51 4 204 7.8 0.225 6.6 LOS A 0.8 6.1 0.44 0.70 0.44 45.0 West: SH25 (south) 10 L2 6 0 6 0.0 0.152 4.6 LOS A 0.0 0.0 0.00 0.01 0.00 49.4 11 T1 256 33 269 12.9 0.152 0.0 LOS A 0.0 0.0 0.00 0.01 0.00 49.9 Approach 262 33 276 12.6 0.152 0.2 NA 0.0 0.0 0.00 0.01 0.00 49.8 All Vehicles 449 54 623 11.0 0.225 2.2 NA 0.8 6.1 0.15 0.23 0.15 48.2 Table 3 shows that the low traffic volume environment expected on both Willows Road and SH25 result in no expected operational issues at the intersection with the maximum delay to vehicles exiting from Willows Road around 7 seconds which is considered a high level of service (LOS A). As a sensitivity check, the performance of the intersection for future years has been undertaken using a flow factor of up to 200% applied to all flow movements. This would represent more than 50 years of highway growth at the current growth rates, as well as substantial possible variation in the site generated traffic. The graph shown in Figure 35 shows the effect of the flow increases of up to 200%, with average delay and degree of saturation remaining at well below capacity and retaining a high level of service. Overall, it is concluded that there is no capacity issue with the intersection with the inclusion of traffic generated by this project. Figure 35: Intersection Modelling Sensitivity - up to 200% applied flow scale (pm peak period)
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