日本建築学会論文報告集

表紙

原稿種別: 表紙
1965 年 113 巻 p. Cover1-
発行日: 1965/07/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.113.0_Cover1

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目次

原稿種別: 表紙
1965 年 113 巻 p. Cover2-
発行日: 1965/07/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.113.0_Cover2

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CONTENTS

原稿種別: 目次
1965 年 113 巻 p. Toc1-
発行日: 1965/07/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.113.0_Toc1

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鉄筋コンクリート壁体の亀裂発生後の壁筋および架構の拘束効果について

望月重

原稿種別: 本文
1965 年 113 巻 p. 1-6,50
発行日: 1965/07/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.113.0_1

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This report presents the theoritical and experimental results on the restriction effect of wall wire and boundary frame of reinforced concrete walls after cracks. In theoritical analysis. reinfoced concrete wall after cracks in replaced a parent isotopic plate to which is attached a parallel straight reinforcing member by the following assumptions. The reinforcing member is assumed. (1) to be made from the same material as the parent isotopic plate. (2) to be so clnsely spaced that it is resionable to consider them as uniformely distributed over the surface of the plate. (3) to have constant stress through their cross-section and vanishing flexural rigidity. (4) to be inclined at the angle 45°to the X axis. In order to ensure the theoritical results, the none-restrictive panels and semi-restrictive walls which are cracked previously are accomplished. It is verified that the analysis by the swept structure is applicible to the reinforced concrete walls after cracks.

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鋼構造骨組の弾塑性域における変形と安定性に関する考察 (第 II 報)

坂本順, 宮村篤典

原稿種別: 本文
1965 年 113 巻 p. 7-11,50
発行日: 1965/07/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.113.0_7

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A study herein is mode to investigate the elastic-plastic behaviors of steel frams. Using the equivalent stiffness (β) obtained from non-linear moment-thrust-curvature relationship, the approximate elastic-plastic slope deflection expression is suggcsted, as follows; [numerical formula] Numirical results by this approximate method are discussed comparing with exact analysis and test results. Good agreement is obtained between them.

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正誤表

原稿種別: 文献目録等
1965 年 113 巻 p. 11-
発行日: 1965/07/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.113.0_11

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ザイルネット構造の振動性状 : 鞍型曲面の振動その 1. エネルギー法による

横尾義貫, 多賀直恒

原稿種別: 本文
1965 年 113 巻 p. 12-18,50-51
発行日: 1965/07/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.113.0_12

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Natural frequencies of a seilnet structure composed of a surface with negative Gaussian curvature is obtained by Energy Method using Rayleigh-Ritz's Principle. Namely influences of rigidities of a seilnet structure, induced prestresses and rise of curved surface upon its natural frequencies is calculated numerically in the case of Hyperbolic Paraboloid surface and its vibrational behaviors are discussed from the qualitative point of view. According results, it is shown that seilnet behaviors in vibration are greatly influenced upon by the rise of a curved surface and that extentional deformations after prestressed are the most important factor in natural frequencies of a seilnet structure.

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近接した根切りによる地盤支持力の低下

大崎順彦, 原昭夫

原稿種別: 本文
1965 年 113 巻 p. 19-22,51
発行日: 1965/07/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.113.0_19

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多層建築物のコンクリート工事における型わく支柱による作業荷重の伝播と支柱の存置期間について (第 1 報)

近藤基樹

原稿種別: 本文
1965 年 113 巻 p. 23-30,51
発行日: 1965/07/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.113.0_23

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This report is regarding to thoretical analysis of loads distribution between reinforced concrete beam or slab and their shores during construction. If level of (k+3) story is concreted and each shores of (k+2) level are subjected to the loads, load increments of shores in (k+1) and k level can be calculated by linear equations, provided the coefficient of displacement of beam or floor, which is defined as displacement at a point when a unit load is added at another point, is calculated previously. Load decrements of shores in upper levels, which emerge on removal of shores in the lowest level, are also calculated by similar equations. Construction loads sustained by shores in some story are accumulation of the above increments and decrements of loads during construction. Conclusions of analysifs are as follows, (1) Usually, theoretical constraction loads sustained by the lowest shores are not over 1.0〜1.1, that are expressed as load ratio to the load sustained by the uppermost shore. Then, the maximum load ratio of the lowest beam or slab is usually 2.0〜2.1, including dead load 1.0. (2) The above load ratio is hardly dependent on number of shored levels, rate of construction, positions of shores, stiffness ratio of beam and slab, deformation ratio of shore, and so others. (3) Therefore, the safety factor in the lowest floor is mainly dependent on the design allowable load and the dead of floor concrete, that is, the thickness of slab in the uppermost level. Relationship between construction load artio to the long time allowable load, the thickness of slab, and the live load for design is shown as Fig. 21. (4) Construction loads, of which load ratio is over than 1.5 in Fig. 21, are over the short time allowable load inevitably. Then, in such a case the design allowable or the thickness of the slab must be modified in the design process. (5) Construction loads, of which load ratio is less than 1.5 but over than 1.0 in Fig. 21, are over the long time allowable load inevitably, but not over the short time allowable load. In such a case, minimum removal period of shores under slabs can be estimated graphically in Fig. 22-24. (6) The case, that construction loads are less than 1.0 in Fig. 21, do not appear in usual design. (7) The allowable load for beam design in Japanese Building Code, which is less than that for slab design, must be revised, because construction loads are severely over the allowable load for beam during construction.

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多層建築物のコンクリート工事における型わく支柱による作業荷重の伝播と支柱の存置期間について (第 2 報)

近藤基樹

原稿種別: 本文
1965 年 113 巻 p. 31-42,51
発行日: 1965/07/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.113.0_31

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This report is regarding to thoretical analysis of loads distribution between reinforced concrete beam or slab and their shores during construction. If level of (k+3) story is concreted and each shores of (k+2) level are subjected to the loads, load increments of shores in (k+1) and k level can be calculated by linear equations, provided the coefficient of displacement of beam or floor, which is defined as displacement at a point when a unit load is added at another point, is calculated previously. Load decrements of shores in upper levels, which emerge on removal of shores in the lowest level, are also calculated by similar equations. Construction loads sustained by shores in some story are accumulation of the above increments and decrements of loads during construction. Conclusions of analysifs are as follows, (1) Usually, theoretical constraction loads sustained by the lowest shores are not over 1.0〜1.1, that are expressed as load ratio to the load sustained by the uppermost shore. Then, the maximum load ratio of the lowest beam or slab is usually 2.0〜2.1, including dead load 1.0. (2) The above load ratio is hardly dependent on number of shored levels, rate of construction, positions of shores, stiffness ratio of beam and slab, deformation ratio of shore, and so others. (3) Therefore, the safety factor in the lowest floor is mainly dependent on the design allowable load and the dead of floor concrete, that is, the thickness of slab in the uppermost level. Relationship between construction load artio to the long time allowable load, the thickness of slab, and the live load for design is shown as Fig.21. (4) Construction loads, of which load ratio is over than 1.5 in Fig. 21, are over the short time allowable load inevitably. Then, in such a case the design allowable or the thickness of the slab must be modified in the design process. (5) Construction loads, of which load ratio is less than 1.5 but over than 1.0 in Fig. 21, are over the long time allowable load inevitably, but not over the short time allowable load. In such a case, minimum removal period of shores under slabs can be estimated graphically in Fig. 22-24. (6) The case, that construction loads are less than 1.0 in Fig. 21, do not appear in usual design. (7) The allowable load for beam design in Japanese Building Code, which is less than that for slab design, must be revised, because construction loads are severely over the allowable load for beam during construction.

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設計手間に関する研究 2

太田利彦

原稿種別: 本文
1965 年 113 巻 p. 43-48,51-52
発行日: 1965/07/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.113.0_43

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Generally, the most architectursl design system has been only experiential and individual, however, by surveying the actual working procedure of design we should be able to get the points of design technique, by which we can expect to keep the quality of design. As a part of such study, on design organization and design technique, this report is the time study on actual conditions of architectural design at this company. Previously, on the relationship between the whole time for design and the cost per square meter of buildings, following three cases has been supposed. 1) The whole time for design is independent of the cost per square meter of buildings, because the cost is affected by the architectural materials used in buildings, but the time for design is not so various by writing in the different names of materials. 2) The more expensive the cost per square meter of buildings, the grater the whole time for design, because by using the expensive materials the time for design is necessary for details. 3) The cheaper the cost per square meter, the greater the whole time for design, because by using the cheap materials, the time for design is necessary for managing cost allocation. But in fact, it was confirmed the whole time for design is decided each building independent of the cost per square meter of buildings. Anyway, the time for drawing has been expected to be dominant over the whole time of design. Thus, the Present paper is concerned with the relationship between the time for drawing and the whole time for design. As the result of survey, by the work sampling method, it was found that the time for drawing is comparatively less' against expectation, in the whole time for design. Then the further survey for drawing procedure will be necessary to elucidate the actual design system.

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正誤表

原稿種別: 文献目録等
1965 年 113 巻 p. 49-
発行日: 1965/07/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.113.0_49

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奥付

原稿種別: 付録等
1965 年 113 巻 p. App1-
発行日: 1965/07/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.113.0_App1

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