巻号一覧
80 巻, 716 号
選択された号の論文の11件中1～11を表示しています
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宮津 裕次, 曽田 五月也2015 年 80 巻 716 号 p. 1505-1514
発行日: 2015年
公開日: 2015/11/11
ジャーナル フリーA vibration control device for preventing buildings from collapsing in one or a few stories is proposed. The device which is mounted on two stories works to equalize the story drifts of the two stories. The shake table tests on a scaled three-story steel frame with the proposed device are conducted. The results show that the device is effective in promoting the uniform story drifts over the height of the test frame and in reducing the maximum story drift without an excessive increase of the response acceleration. The results of time history seismic response analyses indicate that the device can enhance the robustness of the structure against the variation of the strength and the stiffness of the story of the structure.抄録全体を表示PDF形式でダウンロード (5377K) -
菊地 淳哉, 池永 昌容, 五十子 幸樹, 井上 範夫2015 年 80 巻 716 号 p. 1515-1524
発行日: 2015年
公開日: 2015/11/11
ジャーナル フリーResearch on application of a rotary inertial damper in a seismic isolated structure has been conducted by many researchers in pursuit of threefold objectives; response control in multiple levels of input ground motions, reduction of floor response accelerations, and establishment of optimum damper design method. The authors propose a new type rotary inertial damper referred to as a viscoelastically supported viscous mass damper (VeVMD). Unlike a conventional force restricted viscous mass damper (FRVMD), an apparent mass and viscous element arranged in parallel are supported by viscoelastic material to obtain better performance. Aset of pareto-optimum designs of VeVMD system is sought by a multi-objective genetic algorithm.抄録全体を表示PDF形式でダウンロード (1507K) -
松田 和浩, 笠井 和彦2015 年 80 巻 716 号 p. 1525-1535
発行日: 2015年
公開日: 2015/11/11
ジャーナル フリーSimplified theories are proposed for seismic response evaluation and preliminary design of "Bi-linear + Slip model" assumed wooden structures added with visco-elastic dampers. They are based on the single-degree-of-freedom (SDOF) idealization of multistory building, and produce the control performance curve expressing the peak responses as a function of stiffness of all components, based on spectral characteristics of the earthquake. Against the target peak response, a rule to convert the SDOF design to multistory design, with consideration to distribute damper stiffness over the building height, is also presented. Accuracy of the approach is demonstrated by passive control design and time history simulations on a variety of 2-, 3- and 5-story models.抄録全体を表示PDF形式でダウンロード (3023K) -
新井 健介, 壇 一男, 石井 透, 花村 正樹, 藤原 広行, 森川 信之2015 年 80 巻 716 号 p. 1537-1547
発行日: 2015年
公開日: 2015/11/11
ジャーナル フリーWe proposed a procedure of evaluating fault parameters for predicting strong motions from intra-slab earthquakes. First, we studied the regionality and depth dependency of short-period spectral level of intra-slab earthquakes. We found the difference of the short-period spectral level between the Pacific Ocean plate and the Philippine Sea plate. Therefore we proposed three procedures to evaluate fault parameters which could be applied to arbitrary short-period level. We compared these procedures in terms of fitness of the ground motion evaluation results to the observed records and of applicability to the strong motion prediction. Finally, we selected the most appropriate procedure of evaluating fault parameters for predicting strong motions. We also proposed a procedure of evaluating fault parameters considering the difference in the short-period spectral level between the Pacific Ocean plate and the Philippine Sea plate.抄録全体を表示PDF形式でダウンロード (1047K) -
野田 卓見, 松島 信一, 川瀬 博2015 年 80 巻 716 号 p. 1549-1557
発行日: 2015年
公開日: 2015/11/11
ジャーナル フリーIn order to reproduce the dynamic behavior of high-rise buildings, we conducted a long-period, large-displacement shaking table test for high-rise buildings by using a small-scale model. A proposed test specimen consists of four layers of steel frames, four columns with rollers at their heads and two leaf springs to introduce lateral rigidity. In order to make the natural period longer, we use aluminum alloy (extra-super duralumin A7075) plates as the material of the leaf springs. We estimate the resonance frequency by using Fourier spectral ratios of each floor response with respect to the shaking table. Then we identify its physical parameter by fitting the hysteresis loop and create a simulation model that can predict dynamic behavior of the test specimen.抄録全体を表示PDF形式でダウンロード (25140K) -
城野 みなみ, 藤田 皓平, 竹脇 出2015 年 80 巻 716 号 p. 1559-1567
発行日: 2015年
公開日: 2015/11/11
ジャーナル フリーA new stiffness identification method for a building structure is proposed in the case where the building includes an unknown vibration source. The stiffnesses above the vibration source are determined by the theory for the base input and those below the vibration source are obtained by the theory for the top forced input. The ratios between shear stiffnesses of lower consecutive stories can be obtained from the floor acceleration data and the ratios of the story rotational stiffness to the shear stiffness (SR stiffness ratio). The shear stiffness coefficients and the SR stiffness ratios can be obtained finally to satisfy the compatibility of lower natural frequencies. The validity of the proposed method is examined through numerical simulation and actual recorded data.抄録全体を表示PDF形式でダウンロード (3639K) -
村上 雅英, 安曇 良治, 大下 嘉剛2015 年 80 巻 716 号 p. 1569-1578
発行日: 2015年
公開日: 2015/11/11
ジャーナル フリーThe stiffness and capacity of nailed sheathed shear walls are calculated by assuming that sheets don't buckle. There is no way to predict the critical stress of shear buckling of nailed sheathed shear walls. The effect of shear buckling is not considered in the examination of sheets against shear failure when structural design of high strength sheathed shear walls is carried out. Two formulae are experimentally found in this paper: one formula is to predict the critical stress of shear buckling considering the restriction of rotation along edges of sheets with nails; the other is to express the relation between shear strength of plywood sheets and critical stress of shear buckling in nailed sheathed shear walls抄録全体を表示PDF形式でダウンロード (2385K) -
－長ホゾ込栓接合部を対象とした天然乾燥材と高温乾燥材の比較－藤野 栄一, 槌本 敬大, 津田 千尋2015 年 80 巻 716 号 p. 1579-1585
発行日: 2015年
公開日: 2015/11/11
ジャーナル フリーThe purpose of this study is to clarify the influence on the strength of Mortise-tenon-joint in case lumber of Sugi (Cryptomeria japonica) is dried with high-temperature. There are two kinds of Sugi that we used for this experiment, one is high-temp. drying and the other is natural drying. In order to have less dispersion of wooden characteristic, matching on the material of experiment was implemented. The target joint of experiment is Mortise-tenon-joint. The experiment is composed of 3 tests, Tensile-test on Mortise-tenon-joint, Splitting-test on foundation and Moment-resisting-test on the joint.
From the result of the above 3 tests, compared with natural one, we found that the maximum load of high-temp. drying one decreased down to about 10 - 20%. The cause of the drop could be the inner crack due to high-temp. drying. Compared with natural drying, the load proportion of the maximum load, the result of 3 difference tests varied widely from 0.3 to 1.7. The average of the load proportion is from 0.85 to 0.9.抄録全体を表示PDF形式でダウンロード (2126K) -
楠 寿博, 木村 秀樹, 河野 進, 藤岡 将利, 坂下 雅信, 田中 仁史, 渡邉 史夫2015 年 80 巻 716 号 p. 1587-1597
発行日: 2015年
公開日: 2015/11/11
ジャーナル フリーMechanical properties of prestressed glued laminated timber T-beams (PGLT) was experimentally studied under static loadings. The behavior was linear up to the peak load and the flexural or shear failure occurred at the peak load. Although some load drop was observed, the prestressing tendons prevented the complete collapse and helped regaining load carrying capacity for the further deflection. The flexural and shear strengths simulated the flexural capacity well and shear capacity conservatively assuming a linear elastic behavior with specified materials strength in the Standard for Structural Design of Timber Structures published by Architectural Institute of Japan. A creep test was also conducted and approximate formula for flexural creep behavior was obtained.抄録全体を表示PDF形式でダウンロード (2828K) -
五十嵐 規矩夫, 長谷川 龍太2015 年 80 巻 716 号 p. 1599-1609
発行日: 2015年
公開日: 2015/11/11
ジャーナル フリーTapered H-shaped beam-columns have been used in steel frame structures from the perspective of reduction of the weight of steel frame and improvement of economy. On the other hand, section stiffness of tapered beam-columns is weaker and stress within tapered beam-columns is greater than uniform beam-columns. For this reason, it is important to grasp elastic buckling behavior of tapered beam-columns.
This study targets H-shaped beam-columns with web depth tapered under axial and bending shear force, and is intended to reveal elastic local and overall buckling behavior. First, stress distribution within tapered beam-columns is cleared, and elastic buckling strength is derived by theoretical analysis with energy method using the stress distribution. Based on the analysis result, evaluation method of elastic buckling strength of H-shaped tapered beam-columns is proposed.抄録全体を表示PDF形式でダウンロード (4139K) -
桑村 仁, 佐藤 恵治2015 年 80 巻 716 号 p. 1611-1619
発行日: 2015年
公開日: 2015/11/11
ジャーナル フリーCylindrical columns without diaphragms at moment connections to H-section beams are usually thickened to prevent excessive deformation as well as premature failure due to local out-of-plane bending. Two types of formulae for such connections were proposed in the past. One was introduced by Kamba et al. through regression analysis applied to FEA data for yield and ultimate strengths, and the other by the authors based on mechanical models for yield, plastic, and ultimate strengths together with elastic rotational stiffness. The predictabilities of these formulae are examined by comparing their estimations with experimental data and FEA numerical solutions, which reveals that strength formulae by Kamba as well as by the authors have almost the same level of good accuracy, and the stiffness formula by the authors is also satisfactory for practice.抄録全体を表示PDF形式でダウンロード (1319K)
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