The effects of inspection gallery, shrinkage gallery, fillets at the heel and toe, modified section of the top, and contraction joint which constructed in the gravity dam to the internal stresses are studied by means of photo-elasticity. On the basis of their experimental results, some standards of design for the gravity dam are made from a mechanical point of view. But the internal stresses are effected remarkably by the various characteristics and conditions of the concrete, so these results should be reconsidered, refering the measuring results on the prototypes of dam in future.

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The authors induced the formulas of load distributions by sway bracings and slab of composite girders, using the method of calculating grillage beams. In this case, the sway bracings are assumed cross beams and the slab is assumed continuous cross beams along the bridge axis. Further the authors compared this calculated result with the value by experiment of Yoneshiro Bridge and pointed out this method is rational.

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A three-span continuous beam bridge can be designed most reasonably if considered as a beam of gradually varied cross sections. But it is designed in most cases, as a beam of a uniform section, because of the complexity of general equations determining bending moments of beam of gradually varied cross sections, indicated in bibliographies. In this paper the auther proposes, as an aid to designing bridges, a simplified method to calculate bending moments of a three-span continuous beam of gradually varied cross sections by using nomograms.

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This paper presents the creep analysis of the statically indeterminate reinforced concrete structures by the use of the slope-and moment-distribution methods which are the modified elastic theories for these particular studies described herein.

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In this paper, author presents the formulas of the ultimate strength (when tension occurs on a part of section and reinforcements lie in tension zone only) and workable design of double reinforced concrete members, subjected to eccentric axial compression, which have been deduced using the assumptive stress distribution diagrams as treated in the former reports of reinforced concrete beams.

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The purpose of this paper is to examine the vibrational response of railway track and to know about principal factors controlling its property on the track-model as much simplified as possible within such limits that the property is essentially retained.
Some theoretical solutions are derived by means of transfer function and stiffness matrix.

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The theoretical studies on the propagation of vibrations and the consolidation of a uniform soil layer which is laid on the hard pan are presented in this paper. Author applied the Maxwell's plastic equation for the plastic deformations of the soil.

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The paper deals with the stress distributions along the diagonal section of curved corner of stiff frame with I-section by the author's formulae for tangential, radial and shearing stress for curved beam.

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In this paper, the calculation of prestressed concrete rigid frame, in which secondary effect of prestressing wires due to deformations of members is taken into consideration, is shown. Further, the author compares these calculated values with the measured values on Misogi-bashi (Misogi-bridge), the first prestressed concrete bridge of rigid frame type in Japan, and point out this method is rational.

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In this paper, the approximate method calculating the unsteady flow in open channels with uniform lateral inflow using the characteristic curves, described in the author's previous paper, is practically applied to the analysis of run-off phenomena in natural rivers, and a new method estimating the run-off from rainfall is established.
Application of this method to run-off analysis in the Daido River in Japan shows that the method of characteristics is very available for the estimation of the run-off in rivers with relatively steep slopes.

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The vibration characteristics of the bridge piers and well constructions are, as the author proposed hitherto, explained by the elastic and rocking vibration phenomena. In this respect, a shearing effect on the above-mentioned phenomena was investigated theoretically as the following three types: (1) bending and shearing vibration, (2) bending vibration, (3) shearing vibration. Applying these solutions to the actual bridge piers and well constructions, the numerical computation was carried out carefully. The result obtained was that the shearing effect is negligible small to the vibration characteristics of bridge piers and well constructions in spite of their dumpy forms.

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In the case of uniform permeability, many seapage problems underneath dams have been solved by the method of conformal representation. The following problems, however, with continuously varied permeability in vertical direction or with two different but uniform permeabilities have not been solved, because the above method is not available.
In this paper, the author has treated these problems and obtained their solutions by the following method. At first the general solutions which satisfy the fundamental equations have been introduced in the form of infinite integral, then by means of Fourier integral and so forth the arbitary functions contained in the integrand have been determined so as to satisfy some of the boundary conditions. At last the arbitrary functions which can not be obtained a priori due to the nature of “mixed” boundary conditions have been determined by the principle of variation (Friedrichs transformation).

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A sand bin with a hinged, vertical wall and a force measuring apparatus having double mirror magnification were specially designed and built for this experiment. Active earth pressures on the wall, as it being slightly tilted, were measured for various backfill conditions. Varying amount of broken stone or coke was incerted between the sand and the wall.
The reduction of pressures due to such backfills is quite evidently found out numerically: the broken stone backfill reduces the pressures to 70% of those without it; the coke backfill to 30% etc.
The ordinary triangular shape of stone backfill with natural slope is confirmed to be most economical and effective.

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