The bow impact pressure and its structural response have so far been studied mainly by drop test of three dimensional bow model. In the previous report, authors discussed the characteristics of maximum impact (peak) pressure obtained from drop tests under various impact conditions which were determined by three principal parameters dictating the bow impact pressure. In this second report, the authors deal with the structural response of a rectangular plate panel in the bow model for impact pressure. Drop tests were conducted with five models and, as the magnitude of the impact pressure equivalent to the panel structural response, the “equivalent static pressure Peq” was used, since the measured “maximum impact pressure Pmax” did not contribute to structural response of the panel as uniformly distributed pressure. The equivalent static pressure Peq, which is converted from maximum transient strain of the panel into uniformly distributed static pressure, includes the dynamic response to impact pressure. In the severest condition of impact (relative angle α of 0 deg.), the magnitude of Peq for the typical, flexible panel of the ship bow is of the order of one third of Pmax, and about 20% higher than that for comparatively rigid panel (three times as thick as the flexible panel). The relationship between relative angle α and Peq for a panel located at the center of the model was established.Furthermore, applied to semi-cylindrical body with relative angle of 0 deg. combining the characteristics of Pmax obtained by experiment and the Wagner's hydrodynamic pressure, the quasi-static response of a rectangular plate panel to calculated impact pressure was analyzed, for comparison with experimental results. It was found that such numerical analysis would be useful in estimating the approximate magnitude of equivalent static pressure Peq. The results of such numerical analysis showed that Peq was affected considerably by an area of a panel and its position.