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原稿種別: 表紙
1974 年 218 巻 p. Cover1-
発行日: 1974/04/30
公開日: 2017/08/22
ジャーナル フリーPDF形式でダウンロード (47K) -
原稿種別: 表紙
1974 年 218 巻 p. Cover2-
発行日: 1974/04/30
公開日: 2017/08/22
ジャーナル フリーPDF形式でダウンロード (47K) -
原稿種別: 目次
1974 年 218 巻 p. Toc1-
発行日: 1974/04/30
公開日: 2017/08/22
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原稿種別: 付録等
1974 年 218 巻 p. App1-
発行日: 1974/04/30
公開日: 2017/08/22
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末永 保美, 石丸 麟太郎, 清田 芳治原稿種別: 本文
1974 年 218 巻 p. 1-6,71
発行日: 1974/04/30
公開日: 2017/08/22
ジャーナル フリーThe authors reported about the populations on the shear strength of reinforced concrete beams in the previous paper, in which 979 experimental values were studied stocastically with simple regression analysis. It is continued to this paper from the previous that we have had the populations of the strength in shear of reinforced concrete columns with maltiple regression analysis. There are got 417 experimental data and they are classfied in different loading systems, the simple beam type is 197 data, Dr. Ohno's restrained beam type is 104, the other types-cantilever type, Dr. Wakabayashi's, etc. is 113 data. But the analysis is done to the first and the second type, from a point of view of being ready for calculating with accuracy enough to make-clear the shear strength variations. The result of this analysis is discrived in the following articles. (i) The obtained equations have a significance, both of the Dr. Ohno's and simple beam loading type. (ii) It is fined that there is the difference of the shear strength population between two loading type, when M/QD is equel. (iii) When the effects of the variety factors for the shear strength are arranged largerly, they are placed in order of M/QD, F_c, P_t, or N/BD, and P_w. And effect of P_w is not very much for the shear strength. (iv) Compressive strength of plain concrete has a effect for the shear strength in nearly direct proportion from 150kg/cm^2, to F_c=350kg/cm^2.抄録全体を表示PDF形式でダウンロード (783K) -
中山 達雄, 狩野 芳一原稿種別: 本文
1974 年 218 巻 p. 7-15,72
発行日: 1974/04/30
公開日: 2017/08/22
ジャーナル フリーIt is common that reinforced concrete beams in building frames are subjected to torsion in addition to flexural shear. In case the method of structural design becomes refined, although we have been neglecting the influence of torsion as a secondary effect, it is necessary to clarify the influence of torsion on the strength and deformation of a reinforced concrete member. This paper presents the results on the strengthes and deformations of the reinforced concrete beams subjected to combined flexural shear and torsion. The parameters used for the design of the test beams are as follows. (1) The ratio of shear span length to full depth (2) The ratio of longitudinal reinforcement (3) Concrete strength (4) The ratio of torsion to shear The interaction curves between torsional shear stresses and flexural shear stresses at the first diagonal cracks were presented as linear relations, and a formula to calculate the interaction curves is derived. The differences in the ultimate behavior of beams are examined. The rigidity reduction in torsion or in flexure and shear are discussed.抄録全体を表示PDF形式でダウンロード (1343K) -
藤本 盛久, 岩田 衛原稿種別: 本文
1974 年 218 巻 p. 17-25,72
発行日: 1974/04/30
公開日: 2017/08/22
ジャーナル フリーThe initial imperfectionls of a steel column are probabilistic in nature, and the backling strength of a column has a scatter. The principal objective of this paper is to find the buckling behavior of a column under the influence of random initial deflections. Considering a pinned-end column, the initial deflection shape is treated as a function of a nonstationary Gaussian process which satisfies the boundary conditions. For a medium column (Slenderness ratio from 50 to 150), which fails in the elasto-plastic range, the variation of initial deflections has a considerable effect on the scatter of buckling strength. As it is difficult to treat the problem theoretically, a computerized simulation is presented, in which the nonlinear analytical computer program by the F.E.M. is utilized. Since conditions for the computation have been chosen herein, the general result is not obtained. However, the some qualitative results of the buckling strength of columns become clear of the investigation on the statistical treatment of the simulations.抄録全体を表示PDF形式でダウンロード (999K) -
藤本 盛久, 佐藤 亘宏原稿種別: 本文
1974 年 218 巻 p. 27-36,73
発行日: 1974/04/30
公開日: 2017/08/22
ジャーナル フリーIn previous paper, we investigated the elasto-plastic behavior, ultimate strength and deformation capacity in steel plates subjected to bearing stress in bearing type connection, applying the Moire Method. In this paper, additional experiments using the Moire method and numerical analysis by the finite element method are put into practice in steel plates which have various variables. And, the above mentioned analytical and experimental works on steel plates which have extensive variables (i.e., mechanical properties of steel plates, edge distances from center of bolthole, fastener's diameters, plates thickness) are investigated about following subjects. 1. Occurrence of the yielding regions and yielding process of the steel plates. 2. Considerations on displacement conditions and their regional boundaries of the steel plates. 3. Relationships of load-displacement on the connection. 4. Features and appearances near the ultimate state of the steel plates. 5. Examinations of allowable bearing stress and allowable values on bearing type connection. Finally, synthesis of the investigations of this series are examined.抄録全体を表示PDF形式でダウンロード (1751K) -
真柄 栄毅, 国田 二郎, 川股 重也原稿種別: 本文
1974 年 218 巻 p. 37-48,73
発行日: 1974/04/30
公開日: 2017/08/22
ジャーナル フリーThe cable nets for suspension roofs primarily belong to instable structure subject to deformation as link mechanisms. The object of this paper is to present the method of analysis of cable nets which enables the unified and efficient solution of both the shape determination and the static responce analysis against external loads. The first half of this part discusses, within the framework of the linear theory, the criteria of classification of stable and instable; determinate and indeterminate frameworks, and also clarifies the possible modes of link mechanism movement and modes of external loads which can be equilibrated by prescribed shape of instable frames. The latter half of this part is devoted to the shape analysis of link mechanisms. The potential energy function of a link mechanism is formulated with subsidiary condition of constant member length, where elongation-displacement relation takes rigorous expression in the sense of finite displacement. From the stationary conditions of this function, the nonlinear simultaneous equations are derived for the shape determination of link mechanisms under prescribed nodal loads. These equations are represesented in the form of mixed formulation with unknowns of nodal displacements and Lagrange multipliers that correspond to the axial forces of the link members. The equations are solved by means of Newton-Raphson method. Finally, this method of shape determination is illustrated by a simple example of suspended single link subjected to dead load and good convergency of iteration is shown.抄録全体を表示PDF形式でダウンロード (1316K) -
芳賀 保夫原稿種別: 本文
1974 年 218 巻 p. 49-56,74
発行日: 1974/04/30
公開日: 2017/08/22
ジャーナル フリーThis paper describes such results of continuous observations of the differential settlements of reinforced concrete structures on soft clay layers in Hiroshima pref. 1. The differential settlements of structures were observed with optical level and water level. 2. The observational and the theoretical results are generally in fair agreement. 3. At the end of consolidation of soft clay layers, differential settlements are much influenced by increasing speed of slope angle of structures.抄録全体を表示PDF形式でダウンロード (925K) -
柏原 士郎原稿種別: 本文
1974 年 218 巻 p. 57-62,74
発行日: 1974/04/30
公開日: 2017/08/22
ジャーナル フリーThis is the third report of the fundamental studies for the method of distribution of regional facilities. The summary of this report is following. 1. The relations between the density of regional facilities (m_2) and the distance to the nearest facility from users (D_E or D_<MAX>) are equation (1) in case of the distribution of equal distances, and equation (3) in case of the randum distribution. 2. The relations between the number of users of one facility (u) and m_2 (or D_<MAX>) are equation (5) in case that the rate of users to population q(x) is constant about the distance to the facility from users (x), and equation (10) in case that the rate of users to population q(x) is not constant about distance x (for instance Fig 6). 3. Fig. 12 and Fig. 13 are the relations between the density (m_2) and the number of users of one facility (u) the total number of users in the regional area (u). In Fig. 12, q(x)=ae^<-bx^2> is used as a function of the rate of users to population and in Fig. 13, q(x)=ae^<-bx> is used as a function of the rate of users to population. 4. When we decide the number of regional facilities, it is necessary to investigate the balance between the number of users of one facility (u) and the total number of users of regional facilities (u). In that case, it will be usefull that a few relations mentioned in this report.抄録全体を表示PDF形式でダウンロード (906K) -
鈴木 亘原稿種別: 本文
1974 年 218 巻 p. 63-70,75
発行日: 1974/04/30
公開日: 2017/08/22
ジャーナル フリーThe original Heian-Dairi (the Imperial residence in Heian capital) built in 794 was first destroyed by fire in 960. Dr. MASARU SEKINO once made a special study of the original structure of Shishinden of Heian-Dairi, on the basis of records kept before the fire in 960, and showed that the state of Shishinden, which was supposed to have been original by their records, was no different from what was described in the Daidairi-Zu-Kosho (Studies on the architecture of the Imperial palace in Heian capital). He also showed that we could know much about the original state of Shishinden from it. His study is based on the premise that Shishinden had not been remodeled fundamentally before 960. But his premise seems to require close examinations. This paper is intended to show where the problems are, by reexamining the records of refairs of Heian-Dairi from 794 to 960. What are examined in this paper (Part 1) are the records from 794 to 876. 1. Heian-Dairi underwent repairs in 816, 837, and 842. Each repairs extended over several months. 2. During fifteen years from 850 to 865, Togu and Reizei-In instead of Dairi were used as the Emperor's residence. Therefore most of the affairs of the state were conducted there, not in Dairi. Meanwhile, it is on record that Seiryoden was moved to Kasho Ji temple in 851, and Jijuden to Miyi Dera temple in 859. Besides, Jyoneiden is reported to have been used as the Daigen-Hou (Buddhist ceremony) Hall from 852 to 865. From these data it can be assumed that a great change was brought about in Heian-Dairi in that period. In November, 865, the Emperor Seiwa took up his residence in Jijuden, Heian-Dairi. Before that Heian-Dairi is supposed to have undergone repairs with the reconstruction of Seiryoden and Jijuden, but that is yet to be confirmed. From the records in the Sandai-Jitsuroku and the Seiji-Yoryaku, it may be said that large-scale works were carried out from 863 to 65 by Mokuryo (a government agency for managing building and repairing of the Imperial palace). If they were connected with the reconstruction of Seiryoden and Jijuden, there is a good possibility that the other buildings of Heian-Dairi, such as Shishinden, might have been repaired, too, at that time.抄録全体を表示PDF形式でダウンロード (1402K)
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