The problem of standing wave pressures upon a vertical wall is one of basic questions to be solved for the reliable design of maritime structures. Since the phe nomenon of stainding waves is a non-linear boundary problem of velocity potential, the analysis requires the calculation of high order approximation. The third order approximation obtained by Tadjbaksh and Keller 1960 has been extened to the fourth order solution for the standing waves on the water of flnite depth.61 Based on this solution, the surface profiles and wave pressures have been computed for various conditions of standing waves with the aid of a digital computer TOSBAC 3400; the FORTRAN program is listed on the Appendix C. In the pressure computation, the residue of surface pressure which is inherent to the preturbed solution of the non-linear wave problem has been corrected for the practicalpurpose.
　Experiments have been conducted for the wave pressures upon a model caisson of 1.5m high for about eighty waves with the relative depth of h/L=0.05 through 03. The pressure time histories and total wave forces obtained in the experiments showed good agreement with the results of computation. The theory also predicts in the experiments showed good agreement with the results of computation. The theory also predicts the appearance of double humps on pressure records at the time of wave crests, which is considered as the transient phenomenon from standing wave pressures of small simplitude to the breaking wave pressures of shock type. Another interesting result of finite amplitude effect is the apparent decrease of reflection ecefficient of a vertical wall determined with the Healey's method, even though the wall reflects the incident waves completely.
　Based on the results of the above theory, numerical computations, and experiments, several design diagrams for the estimation of maximum total wave force upon a vertical wall have been prepared and listed on the Appendix A.