日本建築学会構造系論文報告集

表紙

原稿種別: 表紙
1988 年 387 巻 p. Cover1-
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_Cover1

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目次

原稿種別: 表紙
1988 年 387 巻 p. Cover2-
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_Cover2

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CONTENTS

原稿種別: 目次
1988 年 387 巻 p. Toc1-
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_Toc1

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「日本建築学会構造系論文報告集ならびに日本建築学会計画系論文報告集」論文募集

原稿種別: 付録等
1988 年 387 巻 p. App1-
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_App1

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奥付

原稿種別: 付録等
1988 年 387 巻 p. App2-
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_App2

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安全性からみた浴室床および浴槽底のすべりの評価方法に関する研究 : その2 すべりの評価指標および評価方法の提示

小野英哲, 三上貴正, 大野隆造, 横山裕, 上野静二, 高木直

原稿種別: 本文
1988 年 387 巻 p. 1-7
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_1

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This paper, Part 2, presents the evaluationg method of slipperiness of bathroom floors and bathtub bottoms from a viewpoint of safety. The outline of this paper is as follows. First, in order to make the evaluating scales based on the subjective judgement of slipperiness, the sensory test was taken place on several samples of bathroom floors and bathtub bottoms, under the condition of bare feet and soapsuds on sample surfaces. The method of sensory test was 'the method of successive categories'. After the test, evaluating scales were obtained on typical actions in the bathroom, namely, on 'walk', 'turn back', 'sit and rise', 'trot', and 'come into and come out of bathtub'. Then, the Coefficient of Slip Resistance of Bathroom Floor (C. S. R・B) of sample surfaces, were measured by O-Y・Pull Slip Meter (O-Y・PSM), with the bare foot slider reported in former paper, Part 1. Next, it was found that there were clear relations between the evaluating scales and C. S. R・B, and these relations were presented as evaluating indexes on slipperiness of bathroom floors and bathtub bottoms. Finally, the evaluating method was presented, which is composed of the measuring method of slip resistance and the evaluating indexes.

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一面加熱を受けるマスコンクリート部材中の強度性状に関する実験研究 : 一面加熱65℃を受ける場合

仕入豊和, 鄭尚鎮

原稿種別: 本文
1988 年 387 巻 p. 8-14
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_8

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For the purpose of making clear strength and elastic characteristics of massive concrete structures in reactor buildings subjected to temperature of 65℃ from on face, We made experiments and studied by the use of imitative structures supposed real structures and test pieces. The results obtained are summarized as follows : 1) In the factors that affect strength and elasticity of test pieces dryness of heating has more effect than temperature of heating and elasticity is more affected than strength. 2) The moisture in the imitative structures subjected to high temperature from on side has tendencies to low moisture at heating face and open face, high moisture at position near open face. 3) The strength and elasticity in the imitative structures after heating for three months rise rather than drop compared with that at the test pieces just before heating. It is possibible to infer the strength in the imitative structures subjected to high temperature from one side, with the use of test pieces. 4) In case of making an inference by the medium of moisture, the strength and elasticity after heating for a year will be reduced within four percent compared with that after heating for three months.

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逆打工法における柱の打継ぎ処理法に関する研究

高幣喜文

原稿種別: 本文
1988 年 387 巻 p. 15-23
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_15

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The top down construction method involves many unique technical problems, such as (1)Temporary supports ; Anchoring of steel column into cast-in-place concrete pier, (2)Inffuluence to the structure due to ground behaviour by excavation, (3)The joint treatment of concrete by top down construction. In particular, problems of the construction joint have generated much concern since the introduction of the method. Joints created with the top down construction develop bleeding and laitance, resulting in serious weakness from the aspects of both structural and water-barrier function. Discussed in this paper is a practical guidance for the design of the joint treatment of concrete, witch is reseached by measuering of stress on the steel column at structural joint. The following conclusions will be made at this step, 1) Clearances are made at concrete joint by top-down concreting method. The clearance are 2〜10mm by using normal concrete mixture. 2) Therefore, the steel column's stress at the joint is larger than non-joint part. The concentration of stress to steel at the joint will be 1〜2 times of non-joint part on a filling method with non-shrinkage mortar (F. method), 2〜3 times of non-joint part on cement paste injection method (I. method). 3) Axial stress transmission of F. method is better than I. method. But the cost of joint treatment by F. method is higher than I. method. Therefore, the method of joint trestment must be decided considering the remaining of the steel column. So I make a proposal of rational flow of the selection of joint treatment method, considering both structural safety and cost.

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ブレース付架構の制振装置に関する研究 : その1 履歴減衰装置の復元力特性

玉井宏章, 近藤一夫, 花井正実

原稿種別: 本文
1988 年 387 巻 p. 24-34
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_24

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A new effective hysteretic damping device for improving the seismic resistance characteristics of a braced frame structure, in which the seismic energy is absorbed into the plastic deformation of the perforated steel plate installed in the device, is presented. The restoring force characteristics of the hysteretic damping device subjected to cyclic loads are investigated experimentally and analytically. Through these studies, it is clarified that the present device has a good restoring force characteristics for absorbing the seismic energy, and that the large, repeated plastic deformation of the perforated steel plate installed in the device causes no serious deteriorations of the hysteresis loop. Also, it is pointed out that any required strengh of the damping device is obtained by altering the shape of the perforated steel plate. After the verification for the restoring force characteristics, the seismic responses of a multi-storey braced shear frame having the damping device are shown with those of the ordinary braced frame, and it indicates that the damping device controls the seismic response of the braced frame satisfactorily. Thus, with the aid of the present damping device, we may possibly design a multi-storey braced frame without the damage in the main frame caused by strong earthquake ground motions, and also easily repair the braced frame by renewing the damping device after the earthquake.

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不安定構造物の解析法に関する研究

和田章, 久保田英之

原稿種別: 本文
1988 年 387 巻 p. 35-44
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_35

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This study is to establish a method to calculate an instable structure in nonlinear structual analysis. In case stiffness matrix is approximately singular or not regular, derive the optimum approximate solution for a stiffness equation by decomposing the stiffness matrix with the singular value, and then proceed with analysis. A resultant error will be dissolved by convergence calculation. On the other hand, to calculate an instable phenomenon resulting from the discontinuity of the mechanical behavior of a structural member, analysis will be proceeded while choosing such a loading route as not produce instability. This method is an improved version of ordinary nonlinear finite element method. Several analyses have resulted to verify that this method developped in this paper is markedly effective in analysis an instable structure.

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耐震建築物の限界状態と破壊規範式

桑村仁

原稿種別: 本文
1988 年 387 巻 p. 45-54
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_45

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The current seismic design code is composed of serviceability and ultimate limit states. These limit states, however, are only the lower and upper bounds of the scope of reliability assessment. Some important limit states, such as large crack initiation limit state and repairability limit state, can be imposed between these two limit states. From this viewpoint, an optimum earthquake resistant structure may be designed on the concept that the expected cost of damage caused by the structural response which exceeds an imposed limit state during its lifetime should be constant irrespective of the limit state. This optimum principle provides a rule that the allowable probability of exceeding an imposed limit state is inversely proportional to the square root of the damage cost associated with the limit state. In order to practice this optimum earthquake resistant design, a unified method is necessary for determining the probability of exceeding an arbitrarily imposed limit state between serviceability and ultimate limit states. This paper showed that a unified equation for reliability assessment is given in the form of R≧Q by using energy parameters, in which R is the energy capacity of the structure limited by the imposed limit state and Q is the maximum earthquake energy input during the structural lifetime. Here, Q is represented by a product of structural response term Q_0 and seismic hazard term I_<Emax>. Thus, the criterion form is trasformed into R/Q_0≧I_<Emax>. This simple form enables us to calculate the probability of exceeding any imposed limit state, because structural term R/Q_0 and seismic hazard term I_<Emax> are formulaically separated and they are statistically independant.

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半無限弾性体上の円板の動的コンプライアンス問題 : その3 軸対称水平モード

東原紘道

原稿種別: 本文
1988 年 387 巻 p. 55-60
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_55

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Dynamic compliance of a circular disc is investigated for axisymmetric horizontal modes. The relation between the horizontal displacement of the disc and the contact shearing stress is represented as an integral transformation. The presented form of its integral kernel is rigorously derived and is suitable for numerical evaluation ; it is a sum of a generalized elliptic integral and definite integrals of well known analytic functions over a finite interval. This relation is obtained solely through the investigation of the elastic half-space ; consequently, there is no restriction on the mechanical properties of the disc. It may be deformable and its stiffness may be variable. By solving simultaneously the basic equation presented here and the equation of motion of the disc, one can readily solve the dynamic interaction problem. The axisymmetric horizontal motion is separated into two independent modes : the radial mode and the torsional one. In order to demonstrate the correctness of the presented formula, it is applied to the torsional mode of a rigid disc whose compliance function is known. The result obtained is identical to that of the conventional method.

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鋼柱の座屈後挙動解析

鈴木弘之, 前田恒一

原稿種別: 本文
1988 年 387 巻 p. 61-70
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_61

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The post-buckling behavior of steel columns depends largely on the plasticity of the material which, before strain-hardening, exhibits a significant amount of plastic flow without any increase in stress. This results in zero tangent modulus of the material and therefore any column buckles immediately after it is compressed up to its yield strength and it then loses the stability. However, along with the post-buckling straining, the lost stability proves to be recovered to some extent or even completely. This is due of course to the subsequent strain-hardening effect, but this process is found to be highly history dependent and complex. This study is devoted to a refined analysis of this history dependent post-buckling behavior of steel columns. It is found from the present study that the buckling deformation of a very short column, or so called stub column, vanishes completely after some post-buckling straining, hence the column recovers subsequently the original straight configuration.

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鋼管エンドプレート継手の引張耐力に関する実験的研究

脇山広三, 辻岡静雄, 渡辺律夫

原稿種別: 本文
1988 年 387 巻 p. 71-79
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_71

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This paper describes the load-carrying capacities and the inelastic behavior of the tube end-plate joints subjected to tension. The yield line theory is applied to obtain the collapse load for these joints. Seven tests are reported. The yield load, the maximum load, the deformation capacity and the strain concentration are examined. The effects of the thickness of the gusset plate and the end plate on these properties are discussed. The finite element analysis using program "NIKE3D" is also illustrated to study the inelastic behavior and the collapse mode. It is shown, in particular, that the collapse load gives a suitable prediction of the yield load.

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原位置における砂の動的変形特性の推定法 : 地盤の動的変形特性の評価法に関する研究(II)

安達俊夫, 榎並昭

原稿種別: 本文
1988 年 387 巻 p. 80-88
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_80

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In this paper, the authors proposed the prediction method on the in situ dynamic deformation properties of sands for the earthquake response analysis of the ground. This method is based on the hyperbolic stress-strain relationship, which is called "the Hardin-Drnevich model", and in addition takes the effects of sample disturbance into consideration. The results estimated by the proposed method were in good agreement with the test results by the cyclic triaxial tests, which were performed to investigate the effects of void ratios, confining pressures and sample disturbance on the dynamic deformation properties of sands. Finally, the application of this method to the in situ dynamic deformation properties was given and at the same time the strain-dependency curves of shear moduli and damping ratios predicted by the proposed method were compared with those by the correction methods of other investigators.

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床構造の減衰性能に関する実験的研究

高橋良典, 村井信義

原稿種別: 本文
1988 年 387 巻 p. 89-97
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_89

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This paper discusses, on the basis of test results, the changes brought about in the dynamic characteristics of floor structure and human sensitivity to vibration by differences in the damping effect of floor structure. For the study the following two tests were performed : (1) Forced vibration test of the composite beam test floor fitted with dynamic dampers. (2) Test of human subjects on vibration table to obtain the relationship between their sensitivity to vibration and the damping effect of floor structure. The table was oscillated with various combinations of natural frequencies with damping coefficients obtained from the floor when walked on. The above tests led to the following conclusions : (1) In addition to "resonance" and "delayed duration of impact vibration", lower damping coefficient of the floor structure causes "overlapping and amplification of vibration" when the vibration is made by periodic impact which is usually caused by someone walking. (2) The influences of floor structure' damping effect on the sensitivity to vibration by someone walking are as follows : a) Negligible in a low natural frequency range such as 5 Hz. b) In the range of 10〜20 Hz, a damping coefficient of approximately 5 % decreases the sensitivity approximately 1/1.5 times. (3) The dynamic damper improves the damping effect of floor structure, decreases resonance amplitude, decreases the duration of impact vibration, and surppresses the overlapping and amplification of vibration for the periodic impact such as walking. From these results, the dynamic damper is worth noting as an effective physical vibration control device for floor structures with large span.

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「長周期帯域(2〜20秒)における気象庁変位強震計とSMAC型加速度計記録の信頼度について」に対する討論(山田善一, 野田茂著, 日本建築学会構造系論文報告集, 第379号, 昭和62年9月掲載)

佐間野隆憲, 翠川三郎, 山中浩明

原稿種別: 本文
1988 年 387 巻 p. 98-99
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_98

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佐間野隆憲・翠川三郎・山中浩明氏への回答

山田善一, 野田茂

原稿種別: 本文
1988 年 387 巻 p. 99-100
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_99

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計画系論文報告集目次 No.387 1988・5

原稿種別: 付録等
1988 年 387 巻 p. App3-
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_App3

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裏表紙

原稿種別: 表紙
1988 年 387 巻 p. Cover3-
発行日: 1988/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.387.0_Cover3

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