日本建築学会構造系論文報告集

表紙

原稿種別: 表紙
1990 年 411 巻 p. Cover1-
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_Cover1

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目次

原稿種別: 表紙
1990 年 411 巻 p. Cover2-
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_Cover2

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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応募規程

原稿種別: 付録等
1990 年 411 巻 p. App1-
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_App1

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CONTENTS

原稿種別: 目次
1990 年 411 巻 p. Toc1-
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_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 411 巻 p. App2-
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_App2

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奥付

原稿種別: 付録等
1990 年 411 巻 p. App3-
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_App3

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建築防水用加硫ゴムシートのオゾン試験における濃度と温度の複合効果

田中享二, 宋炳昌, 小池迪夫

原稿種別: 本文
1990 年 411 巻 p. 1-10
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_1

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The simultaneous effect of ozone concentration and temperature in an ozone test of rubber sheets for roof membranes were estimated in this study. The ozone tests with five levels of ozone concentration from 10 pphm to 200 pphm were first carried out at 40℃ to know the effect of ozone concentration. The times to cracking or rupturing became shorter according to increase of ozone concentration. This relation can be expressed by the following equation. t = 10^B/X^A, where t is time to cracking or rupturing (hrs), X is ozone concentration (pphm), A and B are material constants depending upon kinds of rubber sheets. Next, the ozone tests at three ambient temperatures such as 40, 60 and 80℃ were performed to estimate the effect of temperature to ozone degradation. It was made clear that the same effect as ozone concentration was observed in these tests and a rise in temperature accelerated ozone degradation. And an following equations including both parameters, ozone concentration and temperature was formulated from these tests results obtained. t = 10^<(C/T+D)>/X^A, where T is absolute temperature (K), X is ozone concentration (pphm), and A, C and D are material constants. Finally, the environmental condition in the ozone test prescribed in Japanese Industrial Standards for rubber sheets was estimated by comparison between the degradations calculated by the test condition and outdoor condition.

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断層モデルを用いた強震地動の推定手法に関する研究 : 解析手法とその特性

北川良和, 井上貴仁, 西出俊夫

原稿種別: 本文
1990 年 411 巻 p. 11-17
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_11

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The ground motion due to earthquake occurrence is strongly affected by the earthquake process itself, the propagating path of seismic waves, the topography of the ground surface and the properties of ground surface layers. These factors cause damage to buildings and other structures in different ways. That is, buildings behave differently for each earthquake. In order to have more reasonable seismic standards, it is necessary to examine how each factor mentioned above contributes to the actual motion. Recently, many trials to have realistic earthquake input to structures have been conducted. They are pseudo-ground motion, superposition of many seismic waves from aftershocks, etc. In this study we propose an improved method for synthetic ground motions, by taking the actual focal process into consideration. As a result, it is pointed out that the proposed method is appropriate for the realistic earthquake input motion to structures.

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中部地方における最大加速度期待値マップ : 歴史地震資料と活断層資料に基づく計算結果の比較及び統合

杉山武, 前田耕司, 石井清, 鈴木誠

原稿種別: 本文
1990 年 411 巻 p. 19-27
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_19

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Since electric generating and supplying facilities scatter in large areas, the seismic acceleration map, which defines the anticipated earthquake ground motions in a broad region, is very useful information for the design of those facilities against large earthquakes. This paper describes the development of a seismic acceleration map for the Central Japanese Region by incorporating the analytical results based on historical earthquake records and active fault data using probability and statistics. In the region, there have occurred several destructive earthquakes ; Anseitokai (1854, M = 8.4) and Tohnankai (1944, M = 7.9) earthquakes along the Nankai trough ; Nohbi (1891, M =8.0) and Fukui (1948, M = 7.1) earthquakes in inland areas. Some of the historical earthquake data were obtained by instrument last one hundred years, whereas others by literary descriptions for nearly 1,000 years. The active fault data, have been collected mainly from the surveys of fault topography and geology, and are considered to indicate the average seismic activity for the past million years. A proposed seismic acceleration map for the return period of 75 years, calculated on the free surface of base stratum, was estimated by the following way. The analytical result based on the historical earthquake records was adopted mainly, because the Japanese seismic design criteria have been developed based on them. The proposed seismic acceleration map was revised by including the result based on the active fault data for the areas, where historical earthquake records lack, and the result was smoothed to evaluate the final seismic acceleration map.

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逆対称曲げを受けるアンボンドPC梁の耐力・変形評価 : アンボゾドPC部材の構造特性に関する研究(その1)

最上達雄, 是永健好

原稿種別: 本文
1990 年 411 巻 p. 29-38
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_29

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Tests and analytical study were carried out for the purpose of applying unbonded prestressed concrete members to seismic resistant structures. The aim of the tests was to examine the structural behaviors of unbonded prestressed beams. Test parameters were reinforcing steel ratio, distribution of tendon and shear span ratio. Authors have developed an analytical method for estimating the relationship between the load and the deformation of unbonded prestressed concrete members. In this study, a method to evaluate the plastic rotation at the beam end taking account of the plastic hinging and the slip of reinforcing bars at the anchor zone is proposed. The main results are summarized as follows ; 1. When the stresses in reinforcing bars are smaller than the yield stress, the behaviors of unbonded prestressed concrete members can be estimated by using the formula for reinforced concrete members with axial stresses, substituting the prestresses for the axial stresses. 2. The tendon forces of unbonded prestressed concrete members at their ultimate resistant moment are larger than those caluculated by using the formula in A.I.J. Recommendations for prestressed reinforced (partially prestressed) concrete members. This fact affects the ultimate strength of members. 3. The relationship between the load and the deformation of unbonded prestressed concrete members subjected to antisymmetric moments can be roughly estimated by this method.

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鉄筋コンクリート曲げ部材の復元力特性に関する解析的研究 : ひびわれ開閉モデルを用いた部材回転変形の算出法

松崎育弘, 福山洋, 河野賢一

原稿種別: 本文
1990 年 411 巻 p. 39-48
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_39

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The results of analytical studies for relations between opening and closing behavior of a crack and restoring force characteristics of RC bending members are reported. The objectives in this research are to propose an analytical method to predict the restoring force characteristics of RC bending members and to verify an availability of the proposed crack model. This proposed analytical method is a kind of fiber analysis. Special feature of this analysis is to be able to consider the non-continuity of curvature in a RC member. This method is to analyze the relation between moment (M) and rotation (θ) of a cracking section. It's an example for methods of application of the proposed crack model. The following facts were clarified through the analytical study on the restoring force characteristics of RC bending members. 1) The RC beem type specimens with constant moment region were tested in order to verify the proposed analytical method. The M-θ relation of the cracking section and the restoring force characteristics of the RC bending members were represented very well by this analysis. The proposed crack model represented the influence of the reduction of bond action and the local contact effect of a crack in the RC beem. 2) It was clarified by this analysis that the mechanisms of the restoring force characteristics of RC members subjected mainly to bending moment were able to explain by the opening and closing behavior of the cracking section.

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鉄筋コンクリート内部柱・梁接合部の耐力と変形性状に関する実験的研究

渡辺一弘, 野口博

原稿種別: 本文
1990 年 411 巻 p. 49-58
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_49

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The relationship between joint shear stress level and the limit deformation of a beam-column joint caused by the compression failure of panel concrete was evaluated from the test results of six half-scaled reinforced concrete beam-column joint specimens. And the effect of bond characteristics of beam bars passing through the joint on the limit deformation was also discussed from test results. It was shown that the limit deformation of the beam-column joint became gradually smaller as the joint shear stress level grew high. And when the strain of joint strut concrete reached the strain at the compressive strength of cylinders, the deformation was lager for good bond specimens than that for normal bond specimens. In good bond specimens, the compressive strut was formed widely in a joint, and local stress concentration could be avoided in the joint.

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鉄骨柱・合成梁接合部におけるコンクリートスラブの支圧・せん断耐力に関する研究

井上一朗, 辻岡静雄, 新居努

原稿種別: 本文
1990 年 411 巻 p. 59-69
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_59

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When the framed, structures are subjected to earthquake loading, both positive and negative, bending moments act on composite beams as shown in Fig.1. The positive bending strength of the composite beam is mainly affected by the value of compressive force in the slab. At the beam- to-column connection, the compressive force in the slab keeps in equilibrium with the bearing stress and shear stress as illustrated in Fig.2. Therefore, the ultimate compressive force in the slab is limitted by the bearing strength at the column face and the shear strength at the column sides. In the case of the square tube (box) column, only the bearing stress balances with the slab compressive force. In this paper, theoretical expressions are developed for both bearing and shear strengths of concrete slabs at the beam-to-column connection. Theory of the concrete plasticity based on the mod- ified Mohr-Coulomb criterion is used in the analysis. To examine the theoretical expressions, three types of push out test specimens were considered : bearing tests, shear tests, and tests for combined bearing and shear. The principal variables are the thickness of slab, column width, and the shape of column section (H and box). Theoretical results are closely coinside with the corresponding test results. The most important conclusion obtained from the push out test is that the bearing strength and the shear strength are simply superposed. The positive bending strength of the composite beams calculated by using the theoretical ultimate compressive force in the slab is also compared with the test results. The strength of the composite beam connected to the H-shaped column is greater than that of the beam connected to the box column as predicted theoretically. This is due to the contribution of the additional shear resistance at the H-shaped column sides.

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せん断ボルト接合部を有する塔状トラス骨組の減衰特性に関する研究

鈴木敏郎, 佐藤亘宏, 深沢隆

原稿種別: 本文
1990 年 411 巻 p. 71-81
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_71

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This study quantitatively clarified how slip deflections of shear bolted joints contributed to damping characteristics by static loading tests, free vibration tests, and non-linear numerical response analyses of trussed towers. It was proved that static load-deflection characteristics of towers could be calculated by sum of characteristics of elements such as members and bolted joints. It was clarified that each maximum damping ratio of two full scall towers at first natural free vibration tests was greater than 4 %. And damping ratios were estimated from static load-deflection characteristics. Accuracy of dynamic response analytical method incorporated with bolted joints converted to non-linear spring elements having simplified slip characteristics was proved by comparing with free vibration tests. Non-linear responses used damping ratios varied according to amplitudes were compared with linear seismic responses used fixed equivalent damping ratios. Therefore it was clarified that the equivalent damping ratios were equal to about half of damping ratios in first natural free vibration.

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幅厚比の大きいH形断面曲げ材の変形挙動予測に関する研究

與田香二, 今井克彦, 黒羽啓明, 小川厚冶

原稿種別: 本文
1990 年 411 巻 p. 83-96
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_83

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The use of thin-walled welded I-section members have proved to be a practical solution to achieve the best possible economy in construction of prefabricated large-span low-rise building frames in steel. In the. design of such frames against strong earthquake motions, however, it is required to have accurate estimates of those deformation capacities of the members which are governed by local or lateral buckling or by both buckling modes frequently appearing, simultaneously. This paper presents a study for predicting moment-rotation relationships for thin-walled I-section beams and beam-columns after local and/or lateral buckling, when axial loads on these members are relatively low. Firstly, an analysis based on yield line theory was attempted. The numerical results were compared with experimental results, which demonstrated a good agreement between them. Secondly, simple empirical formulas that were capable of predicting moment degradation curves after the maximum moments were devised and proposed on the basis of a number of numerical analyses performed over the parameter space covered by the database. Finally, a method to distinguish between members failing in a local buckling mode and those failing in a lateral buckling mode was discussed. By applying this method, an empirical formula to predict a, boundary of member dimensions between which either of local or lateral buckling became decisive of the rotation capacity of members was proposed.

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水のスロッシングを利用した制振装置の研究 : (その1)装置の流体力特性と制振効果の特性

野路利幸, 吉田英敏, 立見栄司, 小坂英之, 萩生田弘

原稿種別: 本文
1990 年 411 巻 p. 97-105
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_97

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This is a study of vibration control dampers which reduce vibrations in strong winds of long-period structures such as high-rise buildings, tall towers and the main towers of bridges. The damping device makes use of the hydrodynamic force caused by the sloshing of water contained in rectangular tanks located on the tops of such structures. By synchronizing the sloshig period of the water with the fundamental period of the structure, damping effects are obtained by the forces acting on the tank walls. Inside these tanks, wire meshes, or "damping nets," are in- stalled perpendicularly to the movement of the water in order to add a damping effect. The function of the damping nets corresponds to that of the dashpot in a Tuned Mass Damper (T.M.D.). The paper describes the mechanism of the hydrodynamic force of the device, an analytical method of the system, and the hydrodynamic force characteristics in vibration tests using model water tanks, and the damping effects in a case of analysis of a high-rise building. The authors confirmed that the vibration damping system is capable of applying the most suitable damping effect to the structure through appropriate choice of water mass ratio, tank length, or number of damping nets.

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プレース付架構制振装置のオンライン・コンピュータ制御地震応答実験

玉井宏章, 近藤一夫, 花井正実

原稿種別: 本文
1990 年 411 巻 p. 107-116
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_107

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A computer-actuator on-line test of the braced frame with the hysteretic damping device proposed in the author's previous papers, which needs no assumptions for the restoring forces of structures and so that is one of the most promising approaches to trace the elasto-plastic behaviors and especially fracture process of structures, is presented. Outline of the present test system is summarized, in which new, effective error correction procedures are employed in order to eliminate the difference between computed and actually measured displacements, often called as the "displacement control-error", and its accuracies are verified by simple Single-Degree-Of-Freedom (S.D.O.F.) elastic response tests. Based on these verification tests, a series of S.D.O.F. elasto-plastic response tests to the earthquake ground motions are performed. Also, after the restoring force characteristic of the hysteretic damping device in the test being idealized to two numerical models, which are of the bi-linear and the Ramberg-Osgood's type respectively, the accuracies and the validities of these models in -the earthquake response analyses are clarified by comparing with the experimental results.

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両端に回転ばねのある部材で構成される単層ラチスドームの線形および弾性座屈荷重 : 矩形平面形状をした裁断球殼状ドームについて

植木隆司, 向山洋一, 加藤史郎

原稿種別: 本文
1990 年 411 巻 p. 117-129
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_117

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The present study discusses the elastic buckling load of spherical latticed domes on rectangular plan. The buckling loads are non-dimensionalized by using both the buckling loads as pinconnected dome with no bending rigidity at the ends of members and the buckling load as an equivalent. shell. The dividing parameter by which the dome can be classified like a pinconnected dome or like a continuous shell is defined quantitatively and is proved to depend on the boundary conditions of shells. Also the elastic buckling loads are shown to fall on nearly half of their linear buckling loads obtained by neglecting the prebuckling deformations.

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壁抗の水平抵抗力の評価法について : 壁抗の水平抵抗に関する研究(その2)

茶谷文雄, 宮本良平

原稿種別: 本文
1990 年 411 巻 p. 131-142
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_131

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The reinforced concrete slurry wall is often constructed as pile foundation. The lateral resistence of a pile with rectangular section like this is discussed in this paper. The followings were clarified from the lateral load tests results and analysis. (1) The lateral resistence of a pile with rectangular section in the direction of its short axis, is given by passive resistance, but that in the direction of its long axis, is given by passive resistence and side frictional resistence. We proposed the method for estimating these lateral subgrade reactions which have non-linear characteristics of soil. (2) Non-linear behaviours of laterally loaded pile with rectangular section in both directions of short and long axes of it, can be analyzed as a beam on the multi elastic layers by applying the proposed method for estimating lateral subgrade reactions and flexural rigidity of the pile. (3) The lateral resistence of the pile in the direction of its long axis, can be affected by the shear deformation of the pile and the vertical friction along its sides. These influences on the pile in homogenious soil, were studied by the proposed analytical method in this paper, and it was clarified that those influences could't be neglected, if the ratio of the embedded length of the pile to long side of its section (L/D) was less than 2 under some boundary conditions of its head and tip.

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計画系論文報告集目次 No.411 1990・5

原稿種別: 付録等
1990 年 411 巻 p. App4-
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_App4

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裏表紙

原稿種別: 表紙
1990 年 411 巻 p. Cover3-
発行日: 1990/05/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.411.0_Cover3

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