日本建築学会構造系論文報告集

表紙

原稿種別: 表紙
1986 年 363 巻 p. Cover1-
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_Cover1

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目次

原稿種別: 表紙
1986 年 363 巻 p. Cover2-
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_Cover2

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CONTENTS

原稿種別: 目次
1986 年 363 巻 p. Toc1-
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_Toc1

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内容区分と表示について

原稿種別: 付録等
1986 年 363 巻 p. App1-
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_App1

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奥付

原稿種別: 付録等
1986 年 363 巻 p. App2-
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_App2

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水平力を受ける弾性平面建築骨組のひずみ制御設計

中村恒善, 小坂郁夫

原稿種別: 本文
1986 年 363 巻 p. 1-11
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_1

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円形鋼管トラス柱の曲げねじれ座屈に関する実験的研究

松井千秋, 森野捷輔, 河野昭彦

原稿種別: 本文
1986 年 363 巻 p. 12-21
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_12

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It is well known that rigidly-jointed truss beam-columns which are fabricated from circular tubes by welding have the high strength of lateral-torsional buckling. This is because the high torsional rigidity of tubular chords is effectively utilized against the lateral-torsional buckling, provided that the chords are well restraint by web members. However, the AIJ design standard uses the safest approximation and neglects the advantage of tubes or the restraining effect by web members, which obviously leads to uneconomical design. On the other hand, the web members may cause local deformations in the chords arround the connections, which reduce the buckling strength. Therefore, the rational design requires the accurate evaluation of the buckling strength, taking both advantageous and disadvantageous effects mentioned above into consideration. From this point of view, an experimental work and the theoretical analysis which includes the effect of the local deformation are carried out. The paper presents the experimental and theoretical results and discusses the restraining effect by web members and the influence of joint rigidity reduced by local deformations.

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外周に荷重をうける円板の応力について

塚越勇, 松井源吾

原稿種別: 本文
1986 年 363 巻 p. 22-30
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_22

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Circular plates are often used to connect a number of chords for steel space trusses. Although they are subjected to compressions and/or tensions on the circumferences, neither their stress distributions nor maximum stresses are available on any handbooks or mannuals. To provide useful data for design, this paper discusses the stresses for circular plates by Fourier series expansion technique. By expanding a external load distribution to a Fourier series and using Airy's stress function in the polar coordinates the stresses are obtained. For two tensile and two compressive loads alternately working on the plate as depicted in Fig. 1, there is a pure shear with τ_<γθ>=1.27 P/a at the center of the plate, providing P is the magnitude of the load at one place. For external load distributions shown in Figs. 3, 5 and 7, the maximum shear stesses are 1.0 P/a, 1.1 P/a and 1. 2 P/a, respectively. By their magnitudes the thicknesses of the plates are determined in structural design. Those plates simply submitted to tensions or compressions represented in Figs. 9, 11 and 13 have only small shear stresses, which are not important in the sense of design. The normal stresses, ar and ag, at the centers are obtained by dividing the total magnitudes of the external loads, ΣP, by the whole lenghts of the circumferences. From the photoelastic experiments the stresses for polygon plate are found close to those for the circular plate with the average radius of the inscribed and circumscribed circles.

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地形解析を考慮に入れた地表風の強さの算定 : 台風災害におよぼす局所地形の影響に関する研究(V)

羽倉弘人, 小泉俊雄

原稿種別: 本文
1986 年 363 巻 p. 31-41
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_31

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This paper concerns research work on an experimental formula for calculating the velocity and direction of the wind on the ground surface based on topographical analysis which will furnish important data in analyzing wind disasters. The data of the velocity and direction of the wind used in this paper are those of the upper air estimated with theoretical analysis and those which were measured on the ground surface in times of typhoon at the meteorological observatories and stations located in Hachijo Island, Okinoerabu Island, Ishigaki Island and Chiba prefecture. The topographical informations were given by the map. Moreover, a wind tunnel test was done using the topographical model of Hachijo Island to the confirmation of the research results of this 5-paper series. As the results of these analyses, it was established that the sequential analyses of informations covering a wide area and informations on a limited area would be effective in forming an experimental formula for calculating the wind velocity and direction on the ground surface. And through the wind tunnel test, the validity of the research results of this series of five papaers was certified.

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飛散物の拡散範囲の推定方法 : 台風時の飛散物の軌跡と速度に関する研究その5

立川正夫

原稿種別: 本文
1986 年 363 巻 p. 42-49
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_42

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The effects of wind velocity profile, ascending current, initial vertical velocity and the Froude number on trajectories of wind-borne missiles are investigated by numerical integration of equations of motion of two dimensional models. Taking these effects into account, a method for estimating the range on a building surface in which impacts of wind-borne missiles during a typhoon may cause glass damage is presented on the basis of the experimental results described in the preceding parts.

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上下限値を有する極値分布を用いた地震危険度解析

壇一男, 神田順

原稿種別: 本文
1986 年 363 巻 p. 50-56
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_50

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Major uncertainties exist in the variability of seismicity, and yet even its general probabilistic nature has not been discussed. In particular, the value of the coefficient of variation (c. o. v. ) of seismic intensity based upon Type II extreme distribution tends to give considerable overestimation. An empirical extreme value distribution with lower and upper bound limits proposed by one of authors was applied to prov le a better probabilistic understanding of the seismic risk. The upper bound limit was determined by applying this distribution together with Kanai's attenuation formula to the historical earthquake data of 1302 years, with some considerations given to the existing upper bound earthquake magnitude map prepared for earthquake resistant design of nuclear power plants. Method's validity was examined by comparing the mean and the c. o. v. values based on this distribution, Type II distribution and those of sample data. Subsequently, relatively reliable data of 300 years (except for Hokkaido area) were used to estimate the probability distribution of the seismicity in terms of the annual maximum of the averaged velocity amplitudes at bed rock at 271 sites in Japan. Contour maps for the mean and the c. o. v. of 50 year maximum values were also provided. The comparison with available references indicates that the mean values are in fairly good agreement, while the c. o. v. value are smaller than those based on Type II distribution.

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鋼構造ラーメン架構の強震時弾塑性応答性状 : 柱/はり耐力比と高さ方向耐力分布が応答に与える影響

寺本隆幸, 北村春幸

原稿種別: 本文
1986 年 363 巻 p. 57-66
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_57

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The inelastic response of 10 story steel frames designed according to the Japanese Building Standard Law was carried out. when subjected to strong ground motion. In the analysis, the elasto-plastic property of each column or beam was taken into account. The parameters of the analysis were the column/beam strength ratio (strong column/weak beam, or inverse) and the vertical distribution of each member's plastic moment capacity. Using the results of the analysis, the yielding property of steel frames and the stability of response values were examined.

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直交異方向性鉄筋コンクリートスラブの荷重変形特性に関する実験および解析的研究 : Part 1 正方形スラブについて

森村毅

原稿種別: 本文
1986 年 363 巻 p. 67-77
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_67

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This report obtained the load-deflection curve to ultimate load of orthotropic reinforced concrete slabs and it compared the experimental values with calculated results then investigated. The load-deflection curve was obtained by dividing into three stages as follow. In the first stage curve is from zero load to transverse tension crack load. The curve was obtained by considering the bended like deflection on the slab's center line. In the second stage curve is from transverse tension crack load to Johansen's load. The method was obtained by assumption as follow. It considered to spread in rigid zone from the center line of slab towards yield-line of bending, and the member between both ends of rigid zone and both ends of slab considered to occur only member translation angle. In the third stage, the curve was obtained by considering to occur only rigid body turning of member which is between the vield line of bending. Then, it assumpted than membrane force occured in the interior of slab.

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付着のない鉄骨コンクリート柱の曲げ耐力について

福知保長, 雑喉良介

原稿種別: 本文
1986 年 363 巻 p. 78-85
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_78

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Generally, the bending strength of concrete encased steel columns is calculated by the superposed strength method. It is known that values calculated by this method agree with experimental results and also with the values by Bernoulli-Euler's assumption. But, bond between steel and concrete is not complete, specially, it is often vanished under cyclic load. Even if such a case, values predicted by generalized superposed strength method agree with experimental results. In this paper, consideration on the mechanism of bending strength of concrete encased steel columns without bond is done and main conclusions are as follows ; (1) If strain capacity of concrete is sufficiently large, columns can reach the strength by generalized superposed strength method, whether bond exsists or not. (2) When strain capacity of concrete is not large, they cannot reach the strength by generalized superposed strength method. The reasons are grouped into 3 types. Type I : Each part of steel and concrete can reach its strength, but cannot reach the point realizing the generalized superposed strength. Type II : Steel part cannot reach its strength. TypeIII : Combination of Type I and II.

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鉄筋コンクリート造柱はり接合部補強法に関する実験的研究 : その2 異形鉄筋の付着実験とその解析

多田利正, 武田寿一

原稿種別: 本文
1986 年 363 巻 p. 86-94
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_86

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Bond test was conducted To clarify the bond deterioration process of beam reinforcement through joint under seismic type loading. Ten specimens were examined. Pullout and push in of deformed bars, distributions of strain, stress and bond stress were studied. Further, these test results were analyzed by mathematical method using bond links.

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杭の鉛直振動における杭と地盤の相互作用に関する研究 : 杭先端が剛基盤に達していない杭の場合

井上貴仁

原稿種別: 本文
1986 年 363 巻 p. 95-102
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_95

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In this paper, the theoretical study concerning soil-pile interaction in vertical vibration of the floating pile is made by using the elastic wave theory and by adopting the analytical model of the soil column connected with the floating pile tip shown in Fig. 1. In order to verify this theory, vertical vibration tests were conducted for both an end bearing pile and a floating pile. From a comparison between theoretical and experimental results, it can be seen that the numerical results agree roughly with the experimental data. This analytical method is convenient and effective, because the fundamental dynamic properties of the soil-pile system can be obtained by solving the complex linear simultaneous equation.

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椅子の燃焼速度について : 初期火災時における家具類の燃焼性状に関する実験的研究その1

水野智之

原稿種別: 本文
1986 年 363 巻 p. 103-109
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_103

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This paper describes the burning rate of upholstered chairs in an incipient fire. Two series of fire test of upholstered chairs were carried out, and the mass burning was measured. The two series were (1) C-series, where the test specimen was located at the center of a test room, and (2) W-series, where it was located alongside a wall. In comparing the two series, no obvious difference between mass burning rate could be seen. As the result, it can be assumed that the burning rate of chairs is proportional to the residual weight, so an engineering model for the burning rate was proposed as following m = A・γ・m_0・exp(-A(t-T_P)) where m is the burning rate, A is the burning parameter, γ is the residual weight at a peak, m_0 is the initial weight, and T_p is the time of the peak. These parameter values were determined experimentally from the results, and classified according to the shapes of chairs.

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火災温度域を考慮した鋼材の単軸応力-ひずみ関係式とその鋼構造骨組熱変形解析への適用

古村福次郎, 安部武雄, 岡部猛, 金和中

原稿種別: 本文
1986 年 363 巻 p. 110-117
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_110

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In this paper a uniaxial stress-strain formula of structural steel at constant temperature between room temperature and 600°C is presented, and also the thermal deformation analysis of 1 story 1 bay steel frames which uses the proposed stress-strain formula and the mechanical model of structural steel at high temperature proposed in Ref. 13) is carried out. The stress-strain formula consists of two straight line expressions which represent elastic part and plastic plateau and one curved line expression (l) which represents strain hardening part or stress-strain curves at high temperature and gives stress explicitly in terms of strain. The coefficients and the parameters in the formula are functions of temperature and those values are decided by experimental date which were presented in Ref. 6)〜 12). The numerical frame analysis method is one-dimensional finite element elasto-plastic creep analysis similar to that was used in Ref. 2), including thermal and the proposed mechanical properties of steel and geometrical nonlinearities of steel members. Two example frames are analyzed, one is desgined for both seismic load and gravity load, and the other is designed for gravity load only. The former calculation is continued throughout heating process and cooling process, the later frame collapsed at about 557℃ on heating process.

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SI単位の換算率表

原稿種別: 付録等
1986 年 363 巻 p. App3-
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_App3

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裏表紙

原稿種別: 表紙
1986 年 363 巻 p. Cover3-
発行日: 1986/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.363.0_Cover3

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