日本建築学会論文報告集

表紙

原稿種別: 表紙
1983 年 328 巻 p. Cover1-
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_Cover1

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目次

原稿種別: 表紙
1983 年 328 巻 p. Cover2-
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_Cover2

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CONTENTS

原稿種別: 目次
1983 年 328 巻 p. Toc1-
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_Toc1

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奥付

原稿種別: 目次
1983 年 328 巻 p. Toc2-
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_Toc2

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実験データに基づく鋼構造部材の耐力と変形能力に関する統計論的考察 (I)

小野徹郎, 平野富之

原稿種別: 本文
1983 年 328 巻 p. 1-10
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_1

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The purpose of this paper is to determine quantitatively the statistical characteristics of ultimate strength and rotation capacity of steel members, according to experimental data. The resistances are given in the usual evaluation of ultimate strength and in the equivalent ultimate strength to the energy absorption determined by rotation capacity for anti-seismic design. This paper presents the design processes based on the second moment method by these two evaluations of resistances. The distributions of resistances are shown by the mean values and the standard deviations which are calculated from the statistical management of experimental data. In the case of columns and beams, the mean values are given by regression analysis and the standard deviations are obtained from the relations of experimental data and regression curve. In the case of beam-columns, the resistances are statistically given by means of using some kinds of experiential correlative formulae. The mean values and the standard deviations are obtained from the correlative formulae that is the most conformable to experimental data.

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H 形鋼による鉄骨山形ラーメンの弾塑性耐力の研究 : (その 4) 鉛直偏荷重に対する弾塑性挙動と耐力の検討

阿部一孝, 田川健吾, 坂井正美

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1983 年 328 巻 p. 11-17
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_11

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We have already examined the elastic-plastic behavior of gable typed frame against symmetrically distributed vertical loads in Part (I)〜(III) of this study. Aa the results of them, following conclusions were obtained, (1) Gable typed frame has two different kinds of failure mode, one of which is symmetrical mode against symmetrical vertical load with two plastic hinges on the both eaves, and the other is asymmetrical mode with only one plastic hinge on the forward eave. The former mode has enough ultimate strength of 1.2〜1.3 times of elastic limit load, while the latter mode has only 1.1 times at most. (2) The critical rigidity of the frame from symmetrical to asymmetrical is given by the function of relative stiffness ratio of beam to column according to its roof pitch. (3) The deterioration of bending stiffness caused by yield regions of members brings about considerablly large drop of the elastic-plastic buckling load. In this paper, we examined the elastic-plastic behavior of gable frames against asymmetrically distributed vertical loads by using the theory of part (II). As the index of eccentricity of vertical loads, we introduced γ which is determined by W_2/(W_1+W_2), where W_2 is sum of the larger part of vertical loads of the roof, and W_1 is sum of the smaller part. We analized the elastic-plastic behavior of various frames against the asymmetrical vertical loads between γ=0.5 and 1.0. As the conclusion of this paper, it was shown that the upper limit of γ which brings about symmetrical failure mode for existing usually designed gable typed frames is only 0.55, while the linear theory predicts more than 0.7, and the considerablly large drop of ultimate strength is unavoidable at the limit γ value.

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鋼構造骨組構成部材の適正強度分布に関する研究 : その 2 動的応答解析例による検討

小川厚治

原稿種別: 本文
1983 年 328 巻 p. 18-25
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_18

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In the previous paper (Part 1) dynamic collapse mechanisms and energy absorbing capacities of framed structures subjected to catastrophic earthquakes were discussed theoretically. In this paper, the elastic and inelastic responses of steel framed structures to earthquake ground motions were investigated numerically, and the results of numerical examples were compared with theoretical predictions described in Part 1. Since the comparison demonstrated good agreement, it may be concluded that the theoretical predictions proposed in Part 1 is reasonable. The significant aspects of this study may be summarized as follows : (1) It is required to consider correlations between story shear forces in determining seismic loads for aseismic design. Therefore, it is efficient and convenient to express the distribution of seismic loads in terms of the second joint moments of story shear forces. (2) If the purpose of aseismic design is to maintain all the structural members in elastic region, the beams should be a little weaker than the columns belonging to the same beam-column assemblage. (3) The energy absorbing capacity predicted in Part 1 gives a lower bound of the energy that a framed structure subjected to earthquake excitations can absorb until collapse. (4) The energy absorbing capacity of a framed structure is strongly affected by the elastic limit strength ratio β of the beams to the columns belonging to the same beam-column assemblage. (5) If a total weight of structural steel is constant regardless of β, the energy absorbing capacity reaches the maximum when β is around 0.6. And the maximum value becomes approximately equal to the product of the square root of the number of stories and the energy that a framed structure with β=1 can absorb until collapse.

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付着すべりを考慮した鉄筋コンクリート骨組の非線形解析法

市之瀬敏勝

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1983 年 328 巻 p. 26-35
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_26

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Bond failure either in member or in beam-column joint degrades much of ductility of structural frame. This study developes a relatively simple method of analysis considering bond-slip characteristics, and examines the applicability of the method. The analytical method utilizes uniaxial constitutive models of steel, concrete, and bond. The yield plateau of steel was considered. Equations of compatibility and equilibrium of bond-slip were integrated along main bar by finite difference method. In the proposed method of analysis, the member section was assumed not to remain plane after crack. In order to examine the applicability of the assumption, another method was developed assuming that the section at the midspan of the member remained plane after crack. Antisymmetrically loaded beams with no bond along main bar in member were analized by the above two method, and compared with the experimental results. The analytical results of the proposed method showed better agreement with experimental results than those of the latter method. The effects of the constitutive models of concrete were also examined. The results by Umemura's e-function model showed a good agreement with experimental results.

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積分方程式による固有値問題の近似解析

登坂宣好, 角田和彦

原稿種別: 本文
1983 年 328 巻 p. 36-43
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_36

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In this paper the new integral equation method proposed and developed in our previous papers on boundary-value problems is applied to eigenvalue problems. Two formulations by the integral equation expression are performed from the same manner that we adopted on the boundary value problems. As the result, whether the derived integral equation is single or not, the integral kernels do not include the unknown eigen-parameter. Through this notable feature in contrast with the boundary integral equation method, eigenvalue problems on continuous fields can be reduced to the standard eigenvalue problems of matrix equation. Finally, in order to show the applicability and validity of the proposed methodology and procedure, numerical calculations are performed for three illustrative examples, which are eigenvalue problems of Sturm-Liouville type equation, Helmholtz equation and biharmonic type equation. The approximate values of an eigenvalue parameter of each problem demonstrate a sufficient accuracy through the comparison of another values.

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一様静水外圧を受ける CIRCULAR ARCH および RING の弾性安定解析 I

角野晃二, 三井和男

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1983 年 328 巻 p. 44-52
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_44

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There have been many studies on the stability of elastic circular arches and rings which are the most simple and fundamental structural elements. And in the well known classical text book of elastic stability by Timoshenko-Gere, one section has been devoted to this problem. Almost of all results of the earlir studies have been obtained by the linearized analysis where various skillful simplifications were employed; however, sufficient information could not be obtained according to the authors view. On the other hand, recent results of this problem by using the nonlinear finite element method under the consideration of followerity of load are evidently different with the above mentioned classical results. The purpose of this paper is to study this problem under non-simplified basic equations by means of geometrically nonlinear, materialy linear and Bernoulli-Kirchhoff Hypothesis and to contribute to development of F. E. M model.

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極値分布に基づく地震動の再現期待値の変動係数について

松村和雄, 牧野稔

原稿種別: 本文
1983 年 328 巻 p. 53-59
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_53

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In the application of the reliability-based design, such as, load and resistance factor design, it should be necessary to predict the variance of the exected maxima of the seismic ground motion for a given return period. In this paper, we deal with the seismic model which is derived from three fundamental assumptions; (1) the occurrences of great earthquakes follow a Poisson process, (2) the cummulative distribution of magnitude is based on the Gutenberg-Richter's law, and (3) the intensity of the ground motion is determined by the attenuation curve. Using the extreme value distribution and the standard error of the i-th largest value derived from this model, the coefficient of variation, V_γ(t), of the expected maxima against return period, t, is estimated. The following conclusions are drawn from the results. (1) For smaller return period, say, 20-year, V_γ(t) is proportional to the coefficient b_2 of the attenuation-curve in equation 1. (2) V_γ(t) decreases in proportion to log(t). (3) The variance of V_γ(t) in several sites is small. (4) V_γ(t) for a 100-year return period are nearly 0.52 in displacement, 0.41 in velocity and 0.38 in acceleration, respectively.

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鉄筋コンクリート柱の低サイクル疲労に関する実験的研究

西垣太郎, 水畑耕治

原稿種別: 本文
1983 年 328 巻 p. 60-70
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_60

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Prediction of damage is important in estimating the dynamic response analysis for reinforced concrete structures subjected to earthquake excitations. Damage prediction is usually measured in term of ductility factor, however, a combination of maximum displacement response and cumulative fatigue damage may cause to fail. In order to investigate low-cycle fatigue damage in RC columns, 7 reinforced concrete frames with rigid beams were tested by using a dynamic actuator. From the results of the test reported in this work, it is concluded that : 1) All specimens collapsed due to considerable degradation of axial load carrying capacity which occured after the shear compression failure at the head or knee of specimen and buckling of compressive longitudinal reinforcing bars. 2) The collapse of concrete structures with axial load is defined explicitly as sudden increase of cumulative axial displacement. 3) The rate of cumulative axial displacement dδ_v/dn can be expressed in the form dδ_v/dn=C △δ^α_T, where C and α are member constants, as shown in Fig.19. The Wohler curve can be obtained from this differential equation. 4) The Wohler curve for the lateral displacement amplitude △δ_T and average area △E of hysteresis loops can be shown as Eq. (3) and Eq. (6), respectively. The latter has a high correlation to experimental results. 5) The linear cumulative fatigue damage hypothesis is not true for low-cycle fatigue of reinforced concrete columns. 6) The non-linear cumulative fatigue damage ratio for reinforced concrete columns can be expressed in the form of Eq. (17) and (18).

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欠陥を有する溶接部の変形能力に関する研究 : その 3 単純引張試験における欠陥寸法および板幅の影響と非線形破壊力学的考察

藤本盛久, 中込忠男, 泉満

原稿種別: 本文
1983 年 328 巻 p. 71-82
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_71

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The monotonic tensile tests of cruciform butt weld joints with incomplete root penetration were carried out to investigate the strength and the deformation capacity dependency on the size of defect and the plate width. And the test results were considered by means of J-integral analysis that is one of the non-linear fracture mechanics. The conclusions are summarized as follows. (1) The crack initiation was recognized before the maximum load in every specimens and the all fractures were occured due to stable crack growth. (2) Any difference of the strength and the deformation capacity cannot be recognized between the defect length and the defect height those defective areas are equal. (3) The crack length and the plate width dependency on the J-integral value was analyzed by the elastic-plastic finite element method. From the results, the relations between the J-integral value and the average elongation that gauge length is 300mm almost depend on only the crack length. (4) The equivalent through-thickness defect length is more reasonable than the ratio of defective area in the estimation of the maximum gross stress and the average elongation of defective welded joints. The gross maximum stress and the average elongation those are estimated by the equivalent through-thickness defect length are not depend on the plate width. This result corresponds to the result of J-integral analysis. (5) J-integral value and crack tip opening displacement those are parameters of fracture toughness and the average elongation have some relations each other. However, the relations are so different from the past studies that more experiments are needed to equationalize the relations.

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事務所における衛生器具利用者の待ち時間評価と適正器具数の検討

村川三郎, 金崎登士巳

原稿種別: 本文
1983 年 328 巻 p. 83-93
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_83

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This paper presents the reasonable number of sanitary fixture in the office buildings. The contents are as follows; 1. Analyzing the results of questionnaire statistically, we considered a sense of time of users, the allowed waiting time and the usage of toilets. 2. Analyzing the investigation of the office buildings in Fukuoka City where sanitary fixtures had been restricted in usage for eight monthes in the Drought of 1978, we considered the opinions of users on the rash. 3. On the basis of the above considerations, we set up the three levels of the allowed waiting time and showed the reasonable number of sanitary fixture on the each level.

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福岡県における特殊耐火造住宅の発展過程に関する研究 : その 1 建設状況, およびその育成の問題点

片野博

原稿種別: 本文
1983 年 328 巻 p. 94-102
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_94

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It is necessary for finding a possivility toward industrialized housing systems in local area to investigate the developing process of these method in the past examples. The auther elucidate the state of construction by local authority and its builders′conditions, and find the local feature in Fukuoka prefecture; that the local authority had tried to examin many new construction systems, and builders also had challenged the new type's possivility, but their effort had been resultless.

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住戸外空間の形と性格 : 1. 独立住宅の庭 : 積雪寒冷地の住戸計画に関する研究 (3)

野口孝博, 足達富士夫

原稿種別: 本文
1983 年 328 巻 p. 103-112
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_103

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The garden is indispensable to Japanese traditional house to live a comfortable life in summer. That place is used in various ways through the year in warm-mild regions. But the garden differs in form, character, and way of using in cold climate like of Hokkaido. In this paper the characteristics and some problems on planning are summarized. 1. The lot area of house of Hokkaido is relatively large in comparison with other warm-mild regions. It seems to greatly depend on the differences of house type and necessity of the space for snow-disposal. 2. The house generally has a sweeping-type window facing to the garden. But inhabitants seldom go in and out through the opening and they scarcely use the garden and house as living space keeping the window open even in summer. That is, the indoor and outdoor space are separatated to that extent. 3. The garden is well used as the space of flower growing, drying, working and playing of children etc. just in summer. But people can little use the garden in winter and most of such outdoor lives are taken in indoors. 4. From these points it is necessary to consider the following subjects, that is, (1) improvement and perfection of utility, storage, and entranec space, (2) arrangement of the unfloored space, especially basement which is very available to the living in Hokkaido, (3) development of the new housing type which is sufficiently compact and closed to exterior. Also it seems that apartment houses are suitable for the living like this and they have a good possibility of diffusion in cold climate.

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18 世紀アメリカにおける建築の書誌学 : アメリカ折衷主義建築に関する研究

河辺聡

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1983 年 328 巻 p. 113-124
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_113

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古代宮殿建築における前殿と朝堂 : その 4 平城宮 (3)

鈴木亘

原稿種別: 本文
1983 年 328 巻 p. 125-135
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_125

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称徳紀にみえる西宮の前殿は, 天平宝字初年に, 朱雀門北方の和銅創建大極殿の旧地に造営された宮室の正殿と推定される。また西宮の寝殿は正殿の北側に建つ後殿と考えられる。西宮は称徳天皇が御在所とした宮室である。西宮の前殿では元正朝賀, 新嘗豊楽宴, 法王拝賀などが行われた。これにより, 西宮の前殿は, 当時, 平城宮において大極殿につぐ格式をそなえた建築であったと推察される。光仁紀にみえる前殿は, 内裏の正殿ではなく, 光仁天皇が御所とした楊梅宮の正殿と推定される。前殿では元正宴, 正月十六日節会, 賜遣唐使節刀などが行われた。

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仙台藩における松島, 塩釜の御仮屋について

佐藤巧, 岡田悟

原稿種別: 本文
1983 年 328 巻 p. 136-145
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_136

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OKARI-YA was the private villa of DATE-family, the lord of SENDAI-HAN in EDO era. MATSUSHIMA and SHIOGAMA were the resorts of DATE-family and there was a OKARI-YA in each place. This report intends to introduce and analyze these OKARI-YAs. Through the examination of preserved buildings and historical materials, the following results are ascertained : 1) In MATSUSHIMA, OKARI-YA continued to exist throughout the EDO era. In SHIOGAMA, OKARI-YA was removed in 1734. Instead of OKARI-YA, OYASUMI-JOs (the house for rest) were built, attaching themselves to the influential stores. 2) Both OKARI-YA and OYASUMI-JO had a set of two or three rooms for staying or resting of the lord. 3) OKARI-YA differed from OYASUMI-JO in point of building stile, site, superintendent and so on.

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十世紀の平安京一条北辺の開発について : 桃園殿を中心に

高橋康夫

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1983 年 328 巻 p. 146-152
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_146

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モリ (モロ) と「社」 : ヤシロの基礎的考察その 3

木村徳国

原稿種別: 本文
1983 年 328 巻 p. 153-162
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_153

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This paper is the third part (the fourth chapter) of the thesis "A Fundamental Study on Yashiro in Ancient Japan", and consists of the following five sections. §1 "Mori" and the image of "Yashiro". §2 "Mori" in the 8th-century literature in Japan. §3 "Sha (社)". §4 "Mori" and "Moro". §5 The image of "Mori(Moro)" and "Sha(社)".

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既往の地盤-基礎系の起振機試験の調査に基づく地盤の減衰定数

瀬戸川葆

原稿種別: 本文
1983 年 328 巻 p. 163-172
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_163

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Past oscillator tests of soil-foundation systems in Japan are investigated from 22 repors, and relationships between damping values of the soil (or rock) and non-dimensional frequencies are obtained, namely 52 data for horizontal direction of the exciting force and 20 data for vertical direction of the exciting force. Non-dimensional frequencies are calculated from the equivalent shear wave velocity of the soil by the oscillator test. It is assumed that the natural frequency of soil-foundation systems by the experiment agrees with one by the theory on Dynamical Ground Compliance (DGC). Damping values of the soil in the case of horizontal and rotational excitation are calculated from those of soil-foundation systems in horizontal direction of exciting force. Three kinds of relationships between damping values of the soil and non-dimensional frequencies in the case of horizontal, rotational and vertical excitation are obtained and compared with theoretical damping values. Theoretical damping values are given by-f_<i2>/(2・f_<i1>) ratios of real part "f_<i1>" and imaginary part "f_<i2>" on DGC (i=H, R, V), namely on a semi-infinite elastic medium, on a semi-infinite viscoelastic medium and on a semi-infinite five layered medium. Experimental damping values of the soil are smaller than theoretical those from DGC on a semi-infinite elastic medium. The main reason is due to the site condition on a multi-layered medium. Considering in relation to the site condition on a multi-layered medium, in this paper dampimg values of the soil in design are proposed.

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雪荷重の評価に関する基礎的研究 : その 1 積雪の平均密度についてに対する討論

神田順

原稿種別: 本文
1983 年 328 巻 p. 173-
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_173

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神田順氏のご討論に対する回答

前田博司

原稿種別: 本文
1983 年 328 巻 p. 174-175
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_174

ジャーナルフリー

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SI 単位の換算率表

原稿種別: 付録等
1983 年 328 巻 p. App1-
発行日: 1983/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.328.0_App1

ジャーナルフリー

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