日本建築学会構造系論文報告集

表紙

原稿種別: 表紙
1988 年 388 巻 p. Cover1-
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_Cover1

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目次

原稿種別: 表紙
1988 年 388 巻 p. Cover2-
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_Cover2

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CONTENTS

原稿種別: 目次
1988 年 388 巻 p. Toc1-
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_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: 目次
1988 年 388 巻 p. Toc2-
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_Toc2

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奥付

原稿種別: 目次
1988 年 388 巻 p. Toc3-
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_Toc3

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降雨試験装置の試作 : 建築材料の劣化試験方法に関する研究

橘高義典

原稿種別: 本文
1988 年 388 巻 p. 1-8
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_1

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The many different factors involved in the deterioration of external building materials make it a complex phenomenon. The effect of rain is one of the most important factors. This paper deales with the development of the rainfall apparatus for evaluating the deterioration caused by rain. The first step was to develop an apparatus which produced vertically falling waterdrops. It was designed to produce four different types of waterdrops similar to actual vertically falling raindrops. Method A simulated weak and medium rainfall. A water tank with 14 nozzles producing waterdrops was set up at a height of 3 meters above ground. The waterdrops were then finely dispersed by a wire netting. Method B simulated hard and severe rainfall. The waterdrops, pressured by a pump, were sprayed intermittently by the switching system of a solenoid valve. Then they were finely dispersed through wire nettings. These two methods produced waterdrops similar to actual rainfall in regards to the falling properties ; falling velocity, drop diameter, size distribution and rainfall intensity. The second step was to develop an apparatus which produced driving rain. This was achieved by adding an air fan to the apparatus producing vertically falling waterdrops. Falling waterdrops on the vertical face were measured. And the similarity of the condition between actual driving rain and waterdrops produced by the apparatus was discussed. The two above mentioned studies led to the development of an apparatus for evaluating deterioration caused by rain. This apparatus was successful in producing waterdrops resembling to actual raindrops.

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コンクリートの強度増進材としてのゼオライトの有効性に関する研究

馮乃謙, 向井毅, 江原恭二

原稿種別: 本文
1988 年 388 巻 p. 9-17
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_9

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Ohya-Rock and Futatsui-Rock are famous kinds of zeolite rock. We have been studying how to use zeolite, which were found underground in Japan and China, for concrete materials. On our primary research we showed that zeolite had hydraulicity in calcium hydroxide. This paper presents the research on the effect of zeolite as a strength increasing admixture of concrete. Our investigation proved to be successful, and we were able to draw the following conclusions : (1) Ohya-Rock contains 60 % of clinoptilolite which is the principal mineral of rock. (2) Concrete replaced 10 % of cement by the zeolite powder, showed 10〜15 % higher compressive strength on 28 days as compared with the non-zeolite concrete. (3) To increase the fineness of zeolite powder was considered to be ineffective in incrementing the compressive strength of concrete. Therefore, the optimum fineness of zeolite powder seems to be 6@m. This value is approximatly the same as the fineness of cement. (4) The compressive strength test results of concrete showed that the highest value was obtained only by the specimens which were replaced by 10 % of the zeolite powder, and the specimens that were tested with 15 and 20 % proved to be ineffective. (5) The effect on the incrementation of the strength of concrete was the same in both specimens, which used ordinary portland cement and portland blast furnace slag cement, when the zeolite powder was used.

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振動力を受けるフレッシュコンクリートの流動解析法

森博嗣, 谷川恭雄

原稿種別: 本文
1988 年 388 巻 p. 18-27
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_18

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In this paper, the flow behavior of fresh concrete or mortar subjected to vibration is simulated by using the visco-plastic finite element method, which has been proposed by the authors for simulating the deformation of fresh concrete in various states. The effects of some factors related to vibrating force on the flow behavior of fresh concrete are clarified by the analysis, and then some problems in this analytical method are discussed to simulate more exactly the flow behavior of fresh concrete. The method of 3-dimensional analysis for considering the slipping resistance between fresh concrete and surface of form is proposed. To examine the adequacy of this analytical method, some experiments are carried out and the results obtained are compared with the analytical ones.

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入力加速度波形の初期位相特性が履歴型非線形系の非対称応答に及ぼす影響

木村正彦

原稿種別: 本文
1988 年 388 巻 p. 28-34
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_28

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The aim of this paper is to investigate the influence of the initial phase distribution of the input acceleration wave on the asymmetric response of hysteretic nonlinear systems. In order to attain the aim, stochastic responses of SDOF bilinear hysteretic systems subjected to some kinds of simulated acceleration waves, which have specified initial phase distributions, were calculated. Through the examination of the response characteristics with respect to maximum and minimum values of the relative displacement and velocity, the following conclusions were obtained in connection with hysteretic nonlinear systems with plastic flow. 1) Remarkable asymmetry of the relative displacement response occures according to the initial phase distribution of the input acceleration wave. 2) Uniform distribution of the initial phase of the input acceleration wave playes an important role to maintain symmetry of the relative displacement response. 3) Relative velocity response is not affected by the initial phase of the input acceleration wave so much as the relative displacement response. Effect of the initial phase distributin of the input acceleration wave on the linear system response was also investigated. When a frequency band, in which phase inclination is almost constant, exists near the natural frequency of the system, the degree of the effect depends on the frequency band width. In the case that such frequency band spreads widely, initial phase has a great influence on the relative displacement response of the linear system. The conclusions obtained in this paper indicate the necessity of the incorporation of the parameters prescribing Fourier phase spectrum of the input seismic wave into stochastic response analyses of structures.

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鉄筋コンクリート部材におけるひびわれ発生域の抵抗機構に関する実験研究 : ひびわれの開閉性状

松崎育弘, 福山洋, 中澤春生, 物部雅江

原稿種別: 本文
1988 年 388 巻 p. 35-44
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_35

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Behaviors of a cracking area have effects on deflection and strength of RC members. In this paper, the results of investigation on cracking characteristics are reported. We paid special attention on mechanical properties of cracks, bond properties and their relations. Shape of concrete specimens used for this experiment is prism with one reinforcing steel bar. The specimens represent the constant moment region of the beam which appears between tensile cracks. We tested 59 specimens. The main results obtained by qualitative and quantitative investigations are summarized as follow : 1) The resistance mechanisms of the cracking area in the elasto-plastic deflection range were clarified. Spacing between cracks was one of the most important factors which effected the cracking behavior. 2) We obtained 15 modeling equations which well explained the resistance mechanisms of the cracking area by means of recursive culculation using the numerous experimental data. 3) We found that other models on the cracking behavior had sore problems in explainning the mechanisms.

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水平力を受ける弾性立体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
1988 年 388 巻 p. 45-58
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_45

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The following two design problems have been formulated : [SCDR 1] Given the center-line dimensions of a three-dimensional multi-story multi-span frame, depths of all the members and the horizontal design loads with a specified common direction, find the set of all the member stiffnesses and the corresponding joint displacements such that all the governing equations and the maximum strain specifications are satisfied. [SCDR 2] Given the center-line dimensions of a three-dimensional multi-story multi-span frame, depths of all the members and the horizontal design loads without specification of directions, find the set of all the member stiffnesses and the corresponding joint displacements such that all the governing equations and all the specifications of maximum member end strains with respect to all the load directions are satisfied. The mathematical structure and essential characteristics of the problems [SCDR 1] and [SCDR2] are disclosed. A method of super-position and overlapping of the strain-controlled design solutions for constituent unit three-dimensional box frames has then been formulated for a subclass of problems of [SCDR 1] and [SCDR 2] such that practically meaningful design solutions exist. A set of closed-form solutions has been derived for a class of regular and setback building frames satisfying a set of constraint qualifications. The solution may be regarded as a set of design formulas for designing such building frames that would not exhibit any overall torsional deformation under the horizontal design loads acting in any direction. A method of assigning a desirable distribution of column shear forces in each story of a building frame has been devised. A strain-controlled design has been illustrated of a five-story setback building frame with three spans in one direction and two spans in the other direction orthogonal to the former. It has been demonstrated via this example that the proposed design formulas indeed provide a direct design procedure of finding an initial set of member stiffnesses and cross-sectional dimensions on the basis of which a variety of modifications for practical requirements can be started.

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ブレース架構の保有水平耐力に関する考察

井上一朗, 清水直樹

原稿種別: 本文
1988 年 388 巻 p. 59-69
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_59

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Methods of calculating the plastic collapse load of X-type and K-type braced frames is proposed. The present method is based on the rigid-plastic mechanism curves in which the post-buckling behavior of compressive brace is taken into account. More simple approach using post-buckling load of compressive braces defined in this paper is also described. Both the test results and the numerical results of multi-story braced frames are compared with the solutions by the present methods. It has been shown that the ultimate strength of these frames are well predicted.

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鋼管トラスウェブ材の座屈長さに関する研究

小川厚治, 牧野雄二, 山成實, 黒羽啓明

原稿種別: 本文
1988 年 388 巻 p. 70-76
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_70

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In tubular trusses web members usually buckle in an out-of-plane mode because restraint at the member ends supplied by the chords is greater on in-plane rotation than on out-of-plane rotation. In this paper the effective length for out-of-plane buckling of the web members is evaluated. The web member is assumed to be a bar with two rotational springs at each end. One of the springs represents the stiffness of the chord to out-of-plane rotation at the panel point and the other spring denotes the local stiffness of the chord wall. The effective length is obtained from the buckling analysis of the model. The end rotation has a component that produces out-of-plane bending deformations of the chord. Since the stiffness to this rotation component is neglected, and since the stiffness of the web member under tension is also neglected, effective lengths obtained from this analysis give an upper bound solution. Buckling strengths of web members observed in truss tests are plotted against slenderness ratios according to the above analysis. The results are compared with various column curves. It is shown that effective lengths obtained from the above analysis lead to buckling strengths somewhat greater than SSRC Curve 2 or the allowable stress (for short-term loading) according to the AIJ Design Standard. These column curves have been recognized to be applicable to cold-formed hollow sections, like the tubes used for these specimens, which verifies that the analysis gives lower-bound solutions. In order to study how the effective length varies with each of restraining factors at the web member ends in actual trusses, effective lengths are computed for a large number of tubular trusses with various dimensions by using the present analytical procedure. From these numerical results, effective lengths for web members are found to be represented by two simple formulas, which are useful for more rational design of tubular trusses.

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鉄筋コンクリート造実大7層建物の補修後実験 : 日米共同耐震実験研究その4

中田慎介, 上之薗隆志, 芳村学, 岡本伸

原稿種別: 本文
1988 年 388 巻 p. 77-85
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_77

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The full-scale reinforced concrete seven-story structure, once tested by the pseudo-dynamic test method, was repaired and tested again. This paper presents the response, the restoring force characteristics and the observed damage during the post-repair test. Major findings from the test are as follows ; 1) Since the repair works were applied only to the critical regions of the structure, the structure's stiffness was not perfectly recovered. The repaired structure with such reduced stiffness showed that : (1) when the amplitude of input acceleration was of low level, the response was quite different from that of the intact structure, however, (2) when the amplitude of input acceleration was high enough to render the structure to reach the yielding, both response became close. 2) The shear wall failed in shear when subjected to rectangular-distribution loads although it behaved in a very ductile manner when subjected to inverted-triangular-distribution loads. Observed shear strength of the wall was about 20 % greater than the computed one.

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曲げモーメントとせん断力をうける角形鋼管柱の埋込み形式隅柱柱脚部における力学性状

中島茂壽, 五十嵐定義

原稿種別: 本文
1988 年 388 巻 p. 86-99
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_86

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Embedded type column base connections using square steel tubes have recently come into wide use in steel construction ; however, the mechanical characteristics for exterior columns (corner columns) have not been sufficiently clarified. A total of 42 steel column bases were tested. The following variables were studied : (1) embedment length, (2) end distance, (3) U type reinforcing bars, (4) tie spacing, (5) presence or absence of anchor bolts, stud dowels or anchor reinforcing bars and (7) loading system. The results of this study may be summarized as follows : (1) When the end distance is 2D (D : Column Depth) or greater in case of the 2.5D embedment length, mechanical characteristics similar to those of interior columns can be assumed. (2) In the corner columns, the mechanical characteristics differ under the loading directions when the end distance is 1D or less than 1D. The concrete outside the column requires reinforcement at the top of the footing and near the location of the base plate. (3) When the embedment length is less than 2D in case of the 1D end distance, the load-displacement curves show slip shapes with small energy dissipation.

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箱形断面柱-H形断面はり接合部のダイアフラム補強に関する研究 : 接合部降伏耐力の評価

森田耕次, 江波戸和正, 渡辺仁, 山本昇, 安田博和, 里見孝之

原稿種別: 本文
1988 年 388 巻 p. 100-111
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_100

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Analytical study has been carried out to estimate yield strengths of steel beam to box column connections. The obtained solution, which is based on the yield line theory, predicts accurately experimental behaviors and yield strengths for connections both with and without reinforcing diaphragm as follows : 1) For connection without diaphragm, Eq. (9) gives very close approximation to the experimental general yield strength which varies with type of corner weld of column as well as size of column and beam. 2) For connection reinforced with inner diaphragm, Eq. (21) is proposed. Estimated yield strength agrees well with the experimental strength dependent on several sets of parameters, especially, width to length ratio of diaphragm. It is also shown that the test results presented by K. Ban and K. Imai fairly conform to the formula. 3) For connection reinforced with outer diaphragm (or outside stiffening ring), calculated yield strengths by the formula of Eq. (23) are compared with experimental values offered by M. Tabuchi and K. Kanatani et al. As a result, good agreement is observed between the theory and the test results.

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粘性土宅地盛土地盤の圧密非排水せん断強度の推定法

二木幹夫

原稿種別: 本文
1988 年 388 巻 p. 112-120
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_112

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This paper deals with experimental studies on the filled up grounds with cohesive soils for housing lots. Though many kind of soils are made use of housing lots constructions, cohesive soils comparatively contain many technical problems in the construction of the filled up ground. In the present paper the experimental results are shown in regard to the consolidated undrained shear tests of cohesive compacted soils. The results of this study are summarized as follows. 1) The saturated compacted cohesive soils have the respective compression curves according to the compacted water contents. 2) The saturated compacted cohesive soils, however, they have the same failure envelope, have the respective critical state lines according to the making methods of the test samples. 3) The consolidated undrained shear strength of saturated compacted cohesive soils can be estimated by fundamental properties of soils.

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弾性地盤上の隣接剛体構造物の動的相互作用

川上英二

原稿種別: 本文
1988 年 388 巻 p. 121-130
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_121

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The objective of this study is to develop a theory for the response of a group of rigid structures with arbitrarily shaped bases attached to the surface of an elastic half space under the effects of the seismic excitation. Two methods are developed for the calculation of the dynamic response of a group of rigid structures. One is the application of a computationally efficient boundary element method. This procedure is based upon subdividing the contact area into a number of smaller triangular sub-regions, and the contact tractions and the Green's functions are assumed to be linearly varying functions of space coordinate within each sub-region. The obtained system of integral equations is discretized and reduced to a system of linear algebraic equations. The other is a much simpler method than the first one, and it is for obtaining a first order approximation. For this method only the response of a isolated structure and the Green's functions for the elastic half-space are needed. Numerical results for two cylindrical masses (Fig.2) are presented when they are excited by vertically incident plane waves. The amplitude ratio of the motion of the structure to that of the corresponding isolated structure is plotted in Fig.6 as functions of dimensionless frequency for different values of separation. A comparison of the four sets of curves of Fig.6 makes it evident that the effect of varying the mass of the structure, mc, on such a ratio is not so significant as the mass of the second structure, ma, and that the agreement between the results of the proposed two methods is reasonably good.

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地表で観測された強震記録から推定した表層地盤の非線形性状

時松孝次, 翠川三郎

原稿種別: 本文
1988 年 388 巻 p. 131-137
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_131

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An attempt was made to estimate dynamic soil properties from strong-motion accelerograms recorded only at the ground surface. Spectrum and multiple-reflection analyses on the records could permit an evaluation of strain-dependent shear moduli and even damping factors in some cases, assuming that the soil profile at the recorded site is relatively simple. The analyses conducted on several sites indicated that : (1) the first predominant period of surface soil increases and the shape of the spectrum becomes less sharp, as the intensity of earthquake ground motion gets large, (2) the strain-dependent soil properties evaluated from strong-motion records are in fairly good agreement with those measured in the laboratory in a strain range from 10^<-5> to 10^<-2>, (3) the shear modulus ratio is better correlated with peak ground velocity than with peak ground acceleration, and (4) the maximum shear strain developed in the soil is uniquely correlated with peak ground velocity irrespective of site geological conditions.

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計画系論文報告集目次 No.388 1988・6

原稿種別: 付録等
1988 年 388 巻 p. App1-
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_App1

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裏表紙

原稿種別: 表紙
1988 年 388 巻 p. Cover3-
発行日: 1988/06/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.388.0_Cover3

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