The design of hydraulically stable non-overtopping rubble mound break-water mainly depends on the damage to the armour and toe berm portion. The damage in the toe berm region is governed by the coefficient of friction of bed material, wave action, water depth, width of toe-berm and weight of armour units. In this study, the influence of a few parameters associated with the hydraulic stability of the toe berm portion of rubble mound breakwater is presented. The study is focused only on the stability of the berm portion of the breakwater without assessing the overall stability of the breakwater. A scale-down model of the breakwater is analysed for the damage of the toe berm portion in wave flume under random wave conditions. The stability response of the toe berm with different weights of stone in the breakwater is analysed in accordance with the toe berm width, water levels, wave height and wave spectrum. The damage parameters in the form of Nod (Number of displaced units) and Sd (Stability parameter) values were calculated and analysed. Various combinations of the weight of the stone, toe berm width and wave spectrum were analysed to arrive at no damage criteria in the toe berm portion. Further, the results were compared with the Nomogram chart for the Threshold movement of stone on the sea bed under wave conditions (British Code BS 6349–7:1991) by using input parameters such as depth of water, wave height and wave period. The present study concentrates only on the stability of the toe berm without commenting on the overall stability of the breakwater. This study provides insight into the hydraulically stable design of toe berm.