An embankment construction is planned for coastal protection. The characteristic geotechnical parameters of the embankment and the native soils as well as the cross-section of the slope are shown in Figure Q-1. A trial slip surface and rotation center for checking the slope stability are given in the figures. Calculate the safety factor (overdesign factor) of the unsupported excavated slope according to EC7 DA1 Combination 1 and 2 using the Simplified Bishop method.
Assuming deep tension cracks occur at the top of the slope and that the scour protection is fully damaged (removed), re-calculate the safety factor using the most onerous EC7 combination. Explain the mechanism that leads to the change in slope stability. The hydrostatic force due to the tension crack can be considered to be a variable load. The tension crack depth can be estimated from the soil properties given.
In the long term, it is anticipated that a rise in sea level and severe erosion will occur resulting in the deepening of the soil around the slope toe. Without going into the calculation, describe at least 3 potential measures that can be adopted to improve the embankment design.

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