Then, the derived values of stage design strength ratio are compared to the deployed stage load applications values.
The stage load applications value is determined using Eqs. 2 and 3 with the pertaining results provided in Table 1.
gravel equivalent associated with a stage period (t); traffic index associated with a stage load applications value, W t); and, resistance value indicative of subgrade strength.
The stage load applications value, W t), can be related to the design load applications level, W(T), using Eq. 2.
In the second stage, load was carried by the compressive thrust on web of column and tension in flange leg bolts.
It is to be pointed out again that the outlined two-stage design analysis approach is different from the conventional two-stage design approach wherein the first design is obtained using the first-stage load applications, W1, which equals to W t) and the second design corresponds to the second-stage load applications, W2, that is equal to W(T -W t).
stage design strength ratio in percentage; stage relative strength change; design relative strength associated with design load applications, W(T); and, stage relative strength associated with stage load applications, W t).
Then, the first-year load applications value is multiplied by the stage traffic growth factor, F t), to yield the projected stage load applications value, W t), for a stage period of (t) years.
The deployed approach applies a two-stage solution to the three popular design methods of flexible pavement to yield pavement designs using stage load applications values specified for each investigated design load applications level.
The stage load applications value, W t), for a specified stage period (t) is obtained from Eq. 2 using the design load applications level, W(T), estimated from conducting appropriate traffic studies.
