日本建築学会論文報告集

表紙

原稿種別: 表紙
1962 年 80 巻 p. Cover1-
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_Cover1

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目次

原稿種別: 表紙
1962 年 80 巻 p. Cover2-
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_Cover2

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難燃性試験用小形炉(扉写真)

原稿種別: 付録等
1962 年 80 巻 p. A1-
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_A1

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CONTENTS

原稿種別: 目次
1962 年 80 巻 p. Toc1-
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_Toc1

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構造物の吸収エネルギ

葛西重男

原稿種別: 本文
1962 年 80 巻 p. 1-6
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_1

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Structural failure will occur when the energy impact to the system exceeds the capacity of energy absorption of the structure. The energy absorption within the elastic range has already been studied by Drs. Muto and Umemura. The author has tried to expand this theory beyond the yield point. By the principle of energy conservation, the following equation generally holds. Energy input=Absorbed energy+Kinetic energy+Feed back energy. A: Elastic behavior 1. Let N, M and Q denote axial force, bending moment and shearing force, respectively, in a structural member, Elastic energy=[numerical formula] where ∫applies to whole length of each member, Σ denotes the summation of all members, and k means the characteristic modulus. 2. When the external load is in equilibrium with resisting force of the structure (restoring force plus inertia force, neglecting both energy dissipation and effect of Poisson's ratio), U=φ_e=EA&lrtri; where U=energy input φ_e=elastic energy A=sectional area &lrtri;=deflection 3. When the more energy is dissipated, the less stress is induced in the structure due to the equal energy input, hence the structure becomes safer, and vice-versa. B: Plastic behavior 1. General consideration The absorption energy of the structure (φ_p) is the sum of each absorption energy of the members, and in plastic range N_p, M_p and Q_p are constant, then φ_p=[numerical formula] Summarily the absorption energy in static condition is as follows: Absorption energy=Elastic a.e.+Plastic a.e.+creep a.e. 2. Simple example (a) Simple beam with uniform load: U=[numerical formula] where l=span θ_0=end rotation at elastic limit θ=end rotation at plastic limit (b) Cantilever with uniform load: U=[numerical formula] (c) Fixed beam with uniform load: U=[numerical formula] (d) Reinforced Concrete beam: Above equations can be used, and [numerical formula] where Z=plastic section modulus Z_e=elastic section modulus [numerical formula] [numerical formula](by Dr. Umemura) θ=0.02〜0.05 radian (by Dr. Ban) By the calculation in simple examples, the auther has shown that the elastic absorption is very much less than the plastic absorption energy, and in these examples the ratio were about 1.0% in the care of the reinforced concrete beam and about 0.24% in the case of the I beam.

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単一2等辺3角形によって構成されるドームのデザインと解析(第1報) : ドームの構成と等分布鉛直荷重時の理論的解析

箕曲在信, 舟橋功男, 対馬義幸

原稿種別: 本文
1962 年 80 巻 p. 7-12
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_7

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Recently, the various steel domes have been researched and reported, but in any case it is usual to need the various kinds of members in length to design the frames. If we could compose the steel domes with a network of the only two kinds of straight members in length, we may compose the domes with connecting of the uniform isosceles triangle plates and fames, easily and economically. We mention the idea and the basic organization of these domes with some examples. Next, we investigated the theoretical axial force and the displacement of these domes under the uniform vertical load distributing over the entire surface of the dome by Relaxation method, and we found they are not so large as we can not design the frames economically. Lastly, we induced the theoretical equation to calculate the buckling load by the elastic stability of frames with a example. By the theoretical investigation, we could make certain of possibility of the domes composed with a network of two kinds of straight members in length.

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撓角法形式による骨組の弾塑性解析法とその応用(その1)

山田孝一郎

原稿種別: 本文
1962 年 80 巻 p. 13-18
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_13

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In this paper the writer first, basing on the M-1/9 diagrams of the reinforced concrete members, inducts a general equation of the member causing elastic and plastic deformations under external forces in the system of the slope-deflection method. And using this equation, the elastic and plastic analysis of rigid frames is discussed by the similar process as the slope-deflection method and the application is represented. The points that the elastic and plastic analysis of rigid frames mentioned above differs from the usual slope-deflection method are as follows. (1) The number of unknown quantities, such as the rotation angles of panel joint and of independent member in this analysis, is influenced not only the shape of the rigid-frame but also the shape and magnitude of the external forces acted on it, and this analysis generally has more unknown quantity than the slope-deflection method for the analysis of elastic rigid-frames. (2) The situation and length of plastic parts caused the members of the rigid-frame under a certain external force accurately can not be known in the beginning of this analysis. Basing on, therefore, the elastic analysis etc of the rigid frame, the situation and length of the plastic parts of the members suitably are assumed and we must do repeating calculation until they are satisfied the necessary conditions of bending moment to the elastic and plastic member. And the collapse load of a rigid-frame and the situation and number of the plastic hinge in it are obtained by the principle of limit analysis, then its deformation and displacement comparatively are obtained without difficulty by the application of this analysis.

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支持杭の載荷試験における降伏荷重の力学的意義に関する考察(第2報)

山肩邦男

原稿種別: 本文
1962 年 80 巻 p. 19-23
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_19

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In this study, the author has tried to obtain an answer to the question what happens on pile under the ground surface when loadind on a bearing pile reaches to "yield bearing capacity". In part 1, the "yield bearing capacity" of bearing piles was defined from the result of the investigation on the characters of load〜settlement〜time curves. And stress〜strain curves of pile materials and load〜settlement curves of plate loading tests on foundation etc., were shown to have yield limits similar to the yield bearing capacity. In part 2, from the consideration on the results of experiments on bearing piles, which the author has performed, it is pointed out that the yield bearing capacity is due to which of the following two causes and not effected by the yield limit of frictional resistance acting on pile surface. (i) yield of point resistance Q_<py> (ii) yield of pile material Q_<my> As the result, it is described that there are three types as shown in equation (19)〜(21), in the relation between Q_<0y> (yield bearing capacity), Q_<0(fu)> (the value of load when the frictional resistance reaches to the ultimate value) and Q_<0(py)> (the value of load when the point resistance reaches to yield limit). (i) Q_<0y>=Q_<my><Q_<0(fu)><Q_<0(py)> (19) (ii) Q_<0(fu)><Q_<0y>=Q_<my><Q_<0(py)>(20) (iii) Q_<0(fu)><Q_<0y>=Q_<0(py)><Q_<my> (21)

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鋼ぐいの支持力・打撃応力に関する2,3の問題(その2)

大崎順彦, 岸田英明

原稿種別: 本文
1962 年 80 巻 p. 24-27
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_24

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In Part 2 of this paper the following pile driving formula has been found to have the bert applicabiliify to the case of steel pile: [numerical formula] where R_a: allowable bearing capacity (t) S: penetration of pile (cm) K: rebound (cm) e_f: efficiency F: driving energy of hammer (t・cm) Furthermore, the following formula has been derived from impact wave equation for the use of computing the impact stress at a pile head induced by the blow of driving hammer: [numerical formula] where σ_p: impact stress (t/cm^2) A_H, A_C, A_P: cross sectional area of hammer, cushion and pile, respectively (cm^2) H: height of drop of hammer (cm) α=0.141 for drop hammer α=0.324 for Diesel hammer.

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放射線防護のための迷路計画法(その1)

佐久田昌昭

原稿種別: 本文
1962 年 80 巻 p. 28-33
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_28

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This research aim is to get a reasonable labyrinth planning method and to apply this method a new labyrinth project and to remodel a constructed labyrinth though to analize quantitively a protecting effect for gamma-ray by using labyrinth passage of a hot cell and to chart a calculation method for the protecting effect. The main points of this paper are the following: 1. Analizing and simplifing the effect of scattering of gamma-ray on the walls in a labyrinth. 2. Summing up a evaluation method and data of the labyrinth effects and to get the simple chart to it for easy checking after the preliminary calculation. 3. Showing a practical calculation and application to make a planning of a labyrinth passage on a new hot cell project or to make a remodeling of a constructed labyrinth passage on a used hot cell by the calculation sheet.

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日本原子力研究所および同建設部研究の概要 : 研究所紹介・その10(学会情報)

大村道夫, 秋野金次

原稿種別: 本文
1962 年 80 巻 p. 34-36
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_34

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労働産業安全研究所(建築課を中心として) : 研究所紹介・その11(学会情報)

内山和夫

原稿種別: 本文
1962 年 80 巻 p. 37-38
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_37

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旧ハッサム住宅ベランダの復原 : 文化財便りその5・現状変更と附追加指定(学会情報)

鈴木嘉吉

原稿種別: 本文
1962 年 80 巻 p. 39-
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_39

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論文報告集掲載論文募集規定改正について

原稿種別: 付録等
1962 年 80 巻 p. 40-
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_40

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SYNOPSIS

原稿種別: 文献目録等
1962 年 80 巻 p. 41-43
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_41

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奥付

原稿種別: 付録等
1962 年 80 巻 p. 44-
発行日: 1962/12/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.80.0_44

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