日本建築学会論文報告集

表紙

原稿種別: 表紙
1962 年 75 巻 p. Cover1-
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_Cover1

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目次

原稿種別: 表紙
1962 年 75 巻 p. Cover2-
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_Cover2

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日射量及び昼光光源観測装置(扉写真)

原稿種別: 付録等
1962 年 75 巻 p. App1-
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_App1

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CONTENTS

原稿種別: 目次
1962 年 75 巻 p. Toc1-
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_Toc1

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鹿児島県地方の特殊事情に応ずる鉄筋コンクリート工事標準仕様書(私案) : その2 標準調合表・AE調合表

上田通夫

原稿種別: 本文
1962 年 75 巻 p. 1-6
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_1

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(1)上の4種の調合表を通じ,スランプ5,10cmの経済的調合は存在しない。(2)水比(75%)の仮調合は,補助的なものだから加えてない。(3)県下では,0.6mm以下の砂は,海砂及びその系統以外に存在せず,中で実用に供されるものは僅少である。且つ,それらは比較的良質で,略々JASSが適用出来る。又5.0mm以下は,軽石を含むC級の川砂,不連続粒度の粗粒を含む川(例えば米之津川)・海(大島海砂中にある)の砂等で,後者は不連続粗粒を除き,2.5mm以下として扱うべく,C級砂は使用しないから,修正表を作成しなかった。将来必要あれば,補足することがあろう。これらの絶対容積調合は,機会ある毎に吟味を経,既に頻繁に実用に供されており,適当なことが実証せられている。標準調合表に於いて,砂率はJASSより少し大である。骨材単位容積重量等の資料は,AEコンクリート調合表の解説と共に次回に掲出する。調合表の作成は,本学助手久米国幹・榎並宏信二君の労力に負うところ少くない。資料は,更に数多くの協力者の多年努力の集積である。記してここに寄与を明らかにしたいと思う。

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構造物の耐震性に及ぼす地盤連成の効果 : アナログ・コムピューターによる非線型過渡振動解析・6

棚橋諒, 小堀鐸二, 金多潔, 南井良一郎, 井上豊

原稿種別: 本文
1962 年 75 巻 p. 7-12
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_7

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This paper refers to the effect of an elasts-plastic characteristic of substructure on the earthquake response of multistory building. It is assumed that both of the main structure and the substructure have bi-linear hysteretic restoring force represented by the various types of the elasto-plastic property. Thus the earthquake responses of such structures to the idealized ground motion are analyzed by using an electronic analog computer. Concerning to the maximum story distortion and the maximum overturning moment of the structure, their responses are discussed here. Consequently some of conclusions are shown as follows: The characteristic of foundation conpliance and duration of ground motion have an important effect upon the earthquake responses of structure. If the elastic rigidity of the substructure is smaller than that of the main structure, the responses of the main structure are essentially affected by the rigidity of substructure, never theless they are hardly influenced by the plastic yield value of the substructure or amplitudes of the ground acceleration. On the other hand, the rigidity of the substructure being larger, the responses are affected by the variation of the plastic yield values. These results show us the existence of the critical distribution with regard to the effect of the elasto-plastic characteristic of the substructure on the maim structure, and then the critical distribution should be determined not only by the distribution of elastic rigidity but also by that of the plastic yield value.

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有限歪および応力の三次元的取扱いに就いて : 構造物の有限変形に関する基礎研究・その1

定方啓

原稿種別: 本文
1962 年 75 巻 p. 13-18
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_13

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When a medium be acted on by deforming forces, the position of the medium before and after deformation will be called the initial and final stats of the medium respectively. Let a^i (a^1a^2a^3) be the rectangular cartisian coordinate of a representative particle of the medium in the initial state, and x^i(x^1x^2x^3) be the rectangular cartisian coordinate of the corresponding particle in the final state. Then the elastic deformation is represented by particle to particle transformations. a^i→x^i=f^i(a) Hence, with matrices representation a→x=Ra The clasical theory of elastic bodies asoumes that the deformation eq. (1) are "infinitesimol". But such approximation is not sufficient in some study on slender rods, long collumns and thin shells and plates etc. As a result the finite deformation theory be used in enginering problemes. This paper is conceined with the matrix repiesentative of non-linear strain for finite strain with the F.D. Murnaghan's and A.D. Michal's equation. Theas strains are calculated the following deformation states, (1) Simple elongation of rod, (2) Isotropic elongation of plate, (3) Plane shear defformation (4) Sheardeformation of space, (5) Deformation by isotropic compression, (6) Torsion of rod, (7) Simple bending. In the next section, be given a various matrix form of stress tensor, and calculate linear or non-linear stresses corresponding the various deformations. Then theas stresses from deformations were contained (1) Shearing stress, (2) Tensing stress, (3) Bending stress (4) Stress at large deflected plate. Finally, this finite strain ε_f be compared with the logarithmic strain ε^^- and linear strain ε on a cartisian coordinate, which consist of xaxis (l/l_0) and y axis (ε, ε^^- and ε_f).

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鋼構造節点の履歴特性並びに構造減衰性に関する実験的研究

坂本順, 五十嵐定義, 角田重喜干

原稿種別: 本文
1962 年 75 巻 p. 19-24
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_19

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Tests were performed under cyclic loading conditions to research the histeretic characters and damping properties of welded beam to column connections in elastic and plastic regions. Typical load-deformation diagrams of connections are presented and their behaviors are discussed. Test results on twelve connections are summarized as follows. 1) Load-deformation curves converge in a steady state in the first few cycles of repeated loading when load amplitudes are maintained constant, and do not change appreciably with number of cycles after the first few cycles. 2) Baushinger effect is observed in the deformation curves but weakened by repitition of cyclic loads. 3) Increasing the load amplitudes, deformation slopes under loading and unloading decrease gradually in coparison with the initial slope. 4) Energy dissipation in a cycle increases approximately in proportion to X^2 or X^3. (X: deformation amplitude) 5) Equivalent viscous damping coefficient in the low damping regions is represented as a function of X^<1/2>. 6) Specific damping capacity ds values are ranged between 0.75 and 1.30.

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剪断を受ける矩形ウェブ板縦方向スチフナの実用算式について

望月力男

原稿種別: 本文
1962 年 75 巻 p. 25-30
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_25

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In recent years the research concerning the numerical solutions of the buckling strength of the stiffened web plates has been rapidly developed by use of I.B.M., and systematic stability coefficient's values have been published by K. Kloppel, J. Scheer and others. A method is herein developed for determining the stability of the longitudinally stiffened plates under shearing forces by proposing the simplified formulas applicable to the actural design. The basic equations of the stability coefficient taking out from datas up to this date is exhibited as following form. [numerical formula] where [numerical formula] [numerical formula] β=a/b, a=length of web plate, b=width of web plate q=(number of longitudinal stiffeners)+1, μ_L=EJ_L/N・b N=Et^3/12(l-v^2), t=thickness of plate, J_L=moment of inertia of longitudinal stiffener b_0=b/q, b_0'=minimum width of panel plate. The simplicity of the proposed formula has a tendency to give rather large safetyside errors in the case of large values of β or μ_L, but it does not bring out much errors to be methoned of in the range of applicable design. The formula can be applied to the transverse stiffeners such as vertical stiffeners of plate girders, and derived formula can be represented in the form. [numerical formula] where J_0=moment of inertia of vertical stiffeners a_0=spacing of vertical stiffeners.

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すみ肉溶接継手の耐力に関する研究

加藤勉

原稿種別: 本文
1962 年 75 巻 p. 31-35
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_31

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There are many problems to be solued on the strength and load carrying mechanism of fillet melded joints. International test series are schemed by I.I.W since 1960, and we have conducted the part of that test as the national members of I.I.W. This paper concerns to the description and some observation of that test results. Of course we can not draw any definite conclusion from such a limited number of results. It may be interesting, however, to have some impressions on the Japanese test results, and the following is the tentative conclusion of our test results. 1) We have considered 4 factors which would influence the strength of welded joints, that is, type of electrode, length of weld, size of weld, and stress level of the strip. We have found that the type of electrode and the stress level of the strip are the more important factors among them. 2) Weld metal had shown enough ductility, and the experimental formula which predict the strength of joints would be written as follows. For electrode D4320 P_A=(1.35 A_1'+0.78 A_2')σ_W For electrode E6016, D4313 P_<B,W>=(1.0A_1'+0.626 A_2')σ_W where A_1' and A_2' are throat area of the end fillet and side fillet respectively, and σ_W is the tensile strength of weld metal.

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銀座・日本橋地域の市街地構成について : 特に経年的変化に対する考察

伊藤滋

原稿種別: 本文
1962 年 75 巻 p. 36-41
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_36

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This paper reports the town structure about Nihonbashi-Ginza. central Commercial district in Tokyo by showing with such figures as the parcentage of the floor space to the building lot, the average value of stories, and the parcentage of the total floor space to the building lot. The study is especially layed emphasis on the rparly changes of these figures. Besides, such analyses are also reported in this paper as the analyses of the existing condition about the use of buildings in this area, the existring scale of the blocks, and the existing scale of the floor spaces about highstoried buildings. This study possesses the part of the study concerning of generated traffic volume from the Central Business district in Tokyo. Then, the analysis of the existing traffic flow in this area will be reported some-day. The conclusions of this study are as follows, 1) The dominant uses of the buildings in this district are selling commerce, and business commerce. But the south-half part of this district is dominated by the selling commerce and the horth-half part of this district is dominated by the business commerce. 2) The existing parcentage of the floor space to the building lot is generally 80%. It is supporsed to be the ultimate upper limit of this figure. This figure is equally divided to the part of the wooden buildings and to the part of R.C building. It is also supposed that the floor spaces of wooden buildings will be gradually substituted by the floor spaces of R.C Buildings. 3) The existing parcentage of the total floor spaces to the building lot is generally 330%. This figure will be in creased to about 640% by 1975. Especially, the figure of Nihonbashi district that is now 380% is supposed to show nearly 900% by 1975. 4) The existing average scale of the blocks in this district is 0.3 ha. 5) The existing average scale of high storied building is nearly 0.06 ha. But, there are too maximum value in this figures. The small maximum value of this figures is nearly 0.02 ha, and the large maximum value is almost 0.13 ha.

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武田,後藤両氏の"高強度鉄筋コンクリートの研究"に対する討議(討論)

六車熙, 森田司郎

原稿種別: 本文
1962 年 75 巻 p. 42-45
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_42

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構造物の安全性 : 主としてISO/TC 98におけるインド提出資料による(学界情報)

仲威雄

原稿種別: 本文
1962 年 75 巻 p. 46-54
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_46

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この提案は安全率あるいは荷重係数などの考え方と,簡単な荷重係数の算定法を述べたものである。荷重係数の標準値を種々の構造物に適用する方法を示したもので,その荷重条件は充分に余裕のある場合と,極限的なものを考えている。従って,構造物を数種に分類し,それぞれに適した荷重係数の標準化をはかることを目的としている。

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SYNOPSIS

原稿種別: 文献目録等
1962 年 75 巻 p. 55-58
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_55

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奥付

原稿種別: 文献目録等
1962 年 75 巻 p. 58-
発行日: 1962/08/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.75.0_58

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