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2 acceleration occurs at the roof level, which loads the masonry wall in plane as well as out of plane. It is postulated that the out of plane strength of the walls controls the failure. The experimental results of a masonry wall loaded out of plane reversing loads are presented and interpreted. Dependent on the direction of the reversing load the behaviour of the wall changes. Earlier failure comes under the loading which puts the peripheral supports of the wall under tension. The first cracking in the wall occurs at 61 % of the ultimate load. After tension cracking occurs, the stiffness of the wall is reduced by about 51 %. Failure of the wall occurs by splitting of the corner supports, vertically from top. The wall itself develops cracks, similar to yield lines of a two-way reinforced concrete frames. After the maximum failure load is reached at F u = 65 kn, the load drops down to F = 55 kn, which means drop to 84.6 %. The wall continued to carry this reduced load during two more load reversals. Assuming that ductility ends at maximum load drop to 85 %, displacement ductility is calculated to be According to the Turkish Earthquake Load, the load reduction factor R a is given.5. Therefore, the tested masonry wall seems to satisfy the ductility requirement as required by the code.