日本建築学会構造系論文報告集

表紙

原稿種別: 表紙
1990 年 413 巻 p. Cover1-
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_Cover1

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目次

原稿種別: 表紙
1990 年 413 巻 p. Cover2-
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_Cover2

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CONTENTS

原稿種別: 目次
1990 年 413 巻 p. Toc1-
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_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
1990 年 413 巻 p. App1-
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_App1

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奥付

原稿種別: 付録等
1990 年 413 巻 p. App2-
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_App2

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脆性材料を対象とした衝撃曲げ試験に関する研究 : 数値解析による検討(モルタル試験体)

松藤泰典, 大久保孝昭

原稿種別: 本文
1990 年 413 巻 p. 1-10
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_1

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The purpose of this study is to establish the standardized testing method of the impact bending strength for brittle materials. We have proposed a testing method to measure the acceleration of the hammer. The basic properties of mortar specimens under impact bending load have been obtained by some experiments. In this paper, it was analytically clarified that the testing method in this study was reasonable to evaluate the impact bending strength of specimens. The behaviors of mortar specimens under impact bending load were calculated by FEM analysis that solved the two-dimensional wave equations. The acceleration curves measured in the experiments were used as input loadings for numerical analysis. The strains of the specimens calculated by FEM analysis coincided with the experimental results, so the acceleration of the hammer could be a value to express the magnitude of impact load to the specimen. Then it seemed that the mortar specimen cracked by tensile stress within the limits of the hammer velocity in this study because the calculated shearing stress of specimen was so small. The strain of specimen increased in proportion to the magnitude of impulse when the period of impact loading was shorter than the period of first normal mode of specimen. So it was reasonable to express the impact strength of the specimen by physical unit of impulse. In conclusion, it seems that the testing method and analytical method in this paper would be useful to evaluate the toughness of brittle materials under impulsive bending load.

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壁式プレキャスト構造の鉛直接合部のせん断挙動 : 主として頭つなぎ筋と床スラブ筋の拘束効果について

望月重

原稿種別: 本文
1990 年 413 巻 p. 11-22
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_11

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In joints of precast concrete wall panel structures, in-plane restrictions are known to be effective to shear strength. Among in-plane restrictions of verical joints, the most importance is the restriction by horizontal ties (connecting reinforcements of wall panels and slab reinforcements) provided at the top of wall panels. This paper concerns the experimental and analytical studies on effects by horizontal ties to shear strength of vertical joints of wall panel structures. Eight cantilever type specimens with vertical joint assembling two wall panels, and horizontal joints connecting wall panels with foundation girder are performed with various connecting reinforcement, slab reinforcement, cotter reinforcement, breadth of slab etc. in this experiment. Conclusions are as follows. 1) Horizontal ties have great restrictive effect to vertical joints at the top of wall panels. 2) To predict the maximum strength of vertical joint of wall, the shear strength of slab and the frictional effect by the restraint of horizontal ties must be added to the shear strength of vertical joint of wall panel obtained from the experiment of S-type specimens. 3) To predict the ultimate flexural strength of wall, flexural reverse moment by the frictional force due to cotter reinforcements and horizontal ties must be evaluated. Results reported in this paper give important insight into the shear strength and shear resistant mechanics of vertical joints of precast concrete wall panel structures.

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圧延H形鋼の切断に伴う残留応力の再分布とガス切断による材質の劣化 : 圧延H形鋼の残留応力と破壊靱性-その2

中山昭夫, 金多潔

原稿種別: 本文
1990 年 413 巻 p. 23-29
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_23

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In order to cause the brittle fracture, the following three conditions must be necessary, i. e., (1) development of small scale yielding zone at crack tip, (2) initiation of brittle micro-crack, (3) propagation of brittle fracuture. As mentioned in the former paper, the residual stress of wide flange changes exceedingly by cutting, especially, when one flange of the shape is cut down, the change of residual stress shows the maximam value at the web and plastic strain appears in the vicinity of the cutting notch tip. The first condition (1) is easily satisfied where cracks exist and stress concentration takes place, and the result of the former paper certifies only the first condition. The latter two conditions can not be satisfied usually. As the second condition is much concerned with material property, the authers examined the deterioration of material properties by the heating of gas flame. We also analyzed the stress concentration around the notch tip by F.E.M. analysis and verified that its result coincided fairly with the experimental one.

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合成ばりの耐力と塑性回転変形能力に関する実験 : その2.中柱に接続する合成ばり

見村博明, 宇田川邦明

原稿種別: 本文
1990 年 413 巻 p. 31-39
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_31

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This paper is experimental report on maximum moment capacities and rotation capacities of composite beams which are connected wth interior columns. The authors intended to investigate the influence of the following items on the maximum moments and rotation capacities ;(1) Monotonic loading and cyclic loading. (2) Beam-to-column flange connection and beam-to-column web connection. With the column web connection, investigation was made of shear connection as well as moment connection. The maximum moments under monotonic loadings and the moments at the stable-limit rotational amplitude under cyclic loadings were discussed in terms of the full plastic moment of the steel beam. Furthermore, the rotation capacities of composite .beams were evaluated and compared with those of the bare steel beams without a concrete slab which were previously reported. A beam and interior column of specimens were fabricated from an H-200×100×5.5×8 (SS_<41>) section and an H-200×200×28×12(SS_<41>) section, respectively. The slenderness ratios of the steel beams was about 60. The 600×65 concrete slab was cast on the top flange of the steel beam. The following main conclutions were obtained from the tests. The maximum moment capacities in postive and negative bending regions under monotonic loading were hardly affected by types of beam-to-column connections and a difference between fully composite beams and partially composite beams. Relating to the moment capacities at the stable-limit rotational amplitude under cyclic loading, the same tendency as shown in the monotonic tests was observed. The maximum moment capacities of the composite beams with shear connection to the column web were 0.45 to 0.60 times the full plastic moment of the steel beams in the postive bending region, and were 0.32 to 0.38 times in the negative bending region. The rotation capacities of the composite beams with column flange connection were about 3 times in postive bending region and 1.3 to 1.7 times in negative bending region those of the bare steel beams under monotonic loading, and were 1.5 to 2 times those of the bare steel beams under cyclic loading. Regarding the composite beams with the column web connection, the rotation capacities in the monotonic tests were 1.7 to 2.0 times those of the bare steel beams, and in cyclic tests, were nearly equal to those of the bare steel beams. The details of the moment capacities and rotation capacities of each specimen were provided in Table 5 and Figures 9 and 10.

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第1層エネルギー集中型柔剛混合鉄骨実大架構の仮動的実験

矢部喜堂, 真瀬伸治, 塚越英夫, 平間敏彦, 寺田岳彦, 大竹章夫

原稿種別: 本文
1990 年 413 巻 p. 41-52
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_41

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By running pseudo-dynamic tests on an full-scale flexible-stiff mixed frame extracted from a five-story actual buiding applied the "first-story energy-concentrated steel structure with flexible-stiff mixed frames" to, following matters were confirmed : The applied building was ductile and stable during a limit earthquake. Most of input energy due to a severe earthquake can be absorbed as cumulative inelastic strain energy by stiff members in the first story and flexible members remain elastic. Performance and results indicate that this structural system is safe under severe earthquakes.

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鉛直スチフナ形式・SRC柱-Sはり接合部の力学的挙動に関する研究

森田耕次, 横山幸夫, 平岡秀章, 石井匠

原稿種別: 本文
1990 年 413 巻 p. 53-64
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_53

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Experimental and analytical studies have been carried out to estimate yield and ultimate strength of steel-beam to SRC-column connections where steel element of SRC is cross-H section and reinforced with vertical stiffening plates. The followings can be concluded from this research. (1) From the test results of cruciform tensile specimens, i. The effect of infilled-concrete is to change the stress transfer mechanism of vertical stiffening plate. The yield mode of vertical stiffening plate is the out-plane bending one in steel column, but the tensile yielding one in both steel-concrete column and steel-reinforced-concrete (SRC) column. ii. The strength of connections became stronger with the thickness of vertical stiffening plate and column flange, but it did not become stronger by widening vertical stiffening plate beyond its specified limit. iii. The yield and ultimate strength of cruciform connections can be estimated by the proposed analysis based on the yield line theory taking the difference of structural system of column into consideration. (2) From the test results of steel-beam and SRC-column sub-assemblage tests, i. Similar yield strength and deformation behavior were observed between the tension side and the compression side of beam-flange to SRC-column connection. ii. The yield and ultimate strength of beam-end-connection can also be estimated analytically based on the yield line theory. iii. The yield strength of connection panel can be estimated by modifying the formula presented in AIJ Standard.

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周波数領域の地盤剛性や地盤柔性を用いた地盤・建屋相互作用系の時刻歴応答解析

林康裕, 勝倉裕

原稿種別: 本文
1990 年 413 巻 p. 65-74
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_65

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We present five different time-domain substructure approaches which can consider the soil-structure interaction effects efficiently. In the formulations, the soil-structure interaction forces include discrete impulse responses, which are obtained from the frequency domain by transforming the flexibility, mobility, dynamic-stiffness, mechanical impedance and dynamic mass of the unbounded soil, respectively. In order to make the discrete impulse responses causal for step-by-step response analyses, we present a FFT algorithm with causality condition, which only uses the real part or only from the imaginary part of the above mentioned frequency functions. Compared with previous methods, the methods reduce the frequency points to calculate flexibility coefficients, and computational loads in the calculation of time-domain interaction forces. In order to present the validity and accuracy of the present methods, we carry out response analyses of the structure on the layered soil subjected to a strong motion.

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断層震源による不規則境界を有する3次元堆積盆地の地震動特性

上林宏敏, 堀家正則, 竹内吉弘

原稿種別: 本文
1990 年 413 巻 p. 75-86
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_75

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In this paper, we have presented the generalization of the Aki and Lamer method to make it possible to compute seismic motions of in a 3-D sedimentary basin with an irregular, interface in the vicinity of a 3-D seismic source embeded in a half-space. Examples of the calculation of seismic motions produced by a rectangular dislocation source are presented. We obtained mainly the following results from computations in frequency domain : Seismic responses due to a dislocation source in 3-D subsurface structure shows the feature that the amplitude characteristics on ground surface are principally influenced by source parameters in the lower frequency range and, in the higher frequency, those are influenced by the 3-D subsurface structure such as the shape of an irregular interface in addition to source parameters.

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一方向大スパン複層円筒トラス構造物の地震応答解析

和田章, 向秀元

原稿種別: 本文
1990 年 413 巻 p. 87-96
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_87

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Earthquake response of long-span space truss structure is generally analyzed by the use of equivalent continuum shell theory, because the enormous number of nodes and members of the structure makes the computation quantity very huge when it is treated as frame structure. Efforts have also been made to reduce the degrees of freedom by statical mass-condensation method. But it is certainly difficult to trace the behavior of the truss structure by shell theory when buckling behavior of members is taken into consideration. By comparing the analytical results of a full degree-of-freedom model and a reduced degree-of-freedom model in this paper, it is concluded that a model with all degrees of freedom is necessary for elasto-plastic analysis of earthquake response. In this paper, a full degree-of-freedom model is applied to 5 double-layer cylindrical truss structures, which have the same span length of 200 meters and differ from each other either in rise or in length perpendicularly to the span. Earthquake response analyses are carried out with consideration of the buckling behavior of the members. It is found out that for cylindrical truss structures considered in this paper, close attention is required for horizontal movements which are perpendicular to the span. For statically indeterminate structures, even if a certain member buckles and fails to bear the load caused by self weight of the structure, the whole structure system will not collapse immediately. It is only when the buckling members increase to a certain number, the structure fails to support its own weight and collapses.

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節点外力と節点変位に関する各基本成分とI形梁理論で求める節点剛性マトリックス : 耐震壁の節点剛性マトリックスに関する実用解(その1)

山川哲雄, 富井政英

原稿種別: 本文
1990 年 413 巻 p. 97-106
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_97

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A very effective way to increase the earthquake resisting capacity of reinforced concrete frame structures is to arrange monolithic infilled wall panels (hereafter referred to as "shear walls") in the proper frames. Since the lateral stiffness of a shear wall is much larger than that of a column, the elastic behaviour of non-damaged frame structures with shear walls under seismic excitations tends to be remarkably governed by the elastic behaviour of the shear walls. Therefore, in order to analyze the elastic behaviour of the frame structures stiffened with shear walls by matrix method of structural analysis, an accurate and simple evaluation of the nodal stiffness matrices with respect to the beam-to-column connections of shear walls is required. In this paper, the fundamental components of nodal forces and nodal displacements of shear walls are clarified. And a practical calculation method for the elements of nodal stiffness matrix pertaining to shearing, flexural and axial stiffnesses of shear walls is proposed. These stiffnesses are evaluated using I-beam theory considering shearing deformation and rigid zones. The proposed shearing, flexural and axial stiffnesses will be used in the formulation of a practical nodal stiffness matrix of the shear walls with symmetric or nonsymmetric sections. The rotational stiffness of the beam-to-column connections assumed to be rigid zone in elastic framed shear walls will be presented in the follow-up of this paper of the same subtitle in the near future.

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計画系論文報告集目次 No.413 1990・7

原稿種別: 付録等
1990 年 413 巻 p. App3-
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_App3

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裏表紙

原稿種別: 表紙
1990 年 413 巻 p. Cover3-
発行日: 1990/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.413.0_Cover3

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