日本建築学会論文報告集

表紙

原稿種別: 表紙
1975 年 231 巻 p. Cover1-
発行日: 1975/05/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.231.0_Cover1

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目次

原稿種別: 表紙
1975 年 231 巻 p. Cover2-
発行日: 1975/05/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.231.0_Cover2

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CONTENTS

原稿種別: 目次
1975 年 231 巻 p. Toc1-
発行日: 1975/05/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.231.0_Toc1

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奥付

原稿種別: 付録等
1975 年 231 巻 p. App1-
発行日: 1975/05/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.231.0_App1

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コンクリートの破壊挙動に及ぼす粗骨材の影響 : 第 2 報マイクロクラック観察法による検討

小阪義夫, 谷川恭雄

原稿種別: 本文
1975 年 231 巻 p. 1-11,95
発行日: 1975/05/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.231.0_1

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The purpose of this investigation is to examine the effect of coarse aggregate on the fracture process of concrete, by means of the observation of progressive microcracking in concrete specimens. Two kinds of coarse aggregates, Kiso river gravel and artificial lightweight aggregate, were used to examine the effect of material properties of aggregate. The observation of microcracking was carried out by the microphotograph. Brief of the results of this investigation was as follows : 1) Bond crack between coarse aggregate and mortar matrix caused the beginning of structural change of concrete, regardless of the kinds of aggregate and the compressive strength of concrete specimen. 2) For the river gravel concrete, the order of failure process was as follows : (1) beginning of bond crack, (2) appearance of longitudinal tensile crack in mortar matrix, and (3) local compressive failure of mortar matrix at the vicinity of coarse aggregate. 3) The order of failure process of lightweight aggregate concrete varied with the compressive strength of concrete specimen. The order of failure process of low compressive strength concrete was the same to the river gravel concrete, but the order of high compressive strength concrete was as follows : (1) beginning of bond crack, (2) simultaneous appearance and growth of tensile crack in mortar matrix and in coarse aggregate, (3) compressive failure of coarse aggregate and (4) compressive failure of mortar matrix.

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構造物の信頼性理論に基づく荷重係数の評価について (梗概)

花井正実

原稿種別: 本文
1975 年 231 巻 p. 13-20,95
発行日: 1975/05/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.231.0_13

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履歴塑性変形領域における多質点構造物の定常ランダム応答について

小堀鐸二, 南井良一郎, 浅野幸一郎

原稿種別: 本文
1975 年 231 巻 p. 21-29,96
発行日: 1975/05/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.231.0_21

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In the previous paper, response characteristics of the hysteretic single-degree-of-freedom system to white and non-white inputs were examined, choosing such important parameters from aseismic design point of view as the rigidity ratio of hysteretic characteristics, viscous damping independently given with hysteretic damping to the system and the shape of the non-white noise spectrum, by the new analytical technique which is base on the Fokker-Planck equation and the characteristic function. In this paper, the method to estimate random response of the hysteretic multi-degree-of-freedom system is developed by extending and making use of this new analytical technique. As a brief example of this method, 2nd-degree-of-freedom systems are analyzed to obtain general random response characteristics of the hysteretic system for the following parameters : (1) the level of white noise inputs power spectral density, (2) the mass ratio of the 2nd to the 1st story and (3) the rigidity ratio of the 2nd and the 1st story.

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非線形減衰を持つ 1 質点系の振動解析

金沢京子, 川股重也

原稿種別: 本文
1975 年 231 巻 p. 31-38,96
発行日: 1975/05/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.231.0_31

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Vibration of a system of one degree of freedom with damping proportional to the n-th power, mainly to the second, of the velocity is investigated. Unified asymptotic method is applied to the free vibration, and equivalent viscous damping method to the steady forced vibration under harmonic exitation. The results of unified asymptotic method well agree with those of numerical methods, that are Runge-Kutta-Gill method and Newmark's β method. It is shown by the analysis that the amplitude is inversely proportional to time when the velocity square damping exists in the system. The results of equivalent viscous damping method almost agree with those of numerical methods. The differencies of the two are small when the frequency of external force is the same as the natural frequency but relatively large when it is one-third of the natural frequency. The response of the system having the velocity square damping is influenced by the value of external force. The response of a system, which has one mass, two springs and one velocity-square damping is gained by the equivalent viscous damping method and the optimum damping coefficient is dscussed. This system seems favorable to isolate vibration, by earthquakes, machines and so on.

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ガウス曲率とシエルの座屈・II : 曲げを伴う殻の座屈 (1)

坪井善勝

原稿種別: 本文
1975 年 231 巻 p. 39-50,96
発行日: 1975/05/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.231.0_39

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鋼管柱・はり接合部の強度・剛性に関する研究 (その 5) : 柱はりの材軸線が一致しない場合の接合部パネルゾーンについて

田口武一, 笹川明, 簑島仲男

原稿種別: 本文
1975 年 231 巻 p. 51-61,97
発行日: 1975/05/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.231.0_51

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This paper is theoretical and experimental studies on the behavior of steel tubular panel-zone in the case of eccentric connections. In this experiment two L type specimens are tested, which consist of same wideflange-beam and tubular column. One of them is eccentric at the axes of beam and column, and the other is not. Those specimens are loaded to be subjected to bending, shear and thrust in their connections, and further-more in the case of eccentric connection torsion is added. In consequence of experimental research, the local yield load of the eccentric connection decreases compared with the other. But the ultimate loads of them are nearly equal. On the theoretical study, we analyze the yield strength of connections, subjected to combined bending and torsion. And we discuss the interaction between them.

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くい-上部構造物連成系の振動特性に関するオンラインリアルタイム実験 (その 1) : 実験方法と粘性土中のくいの水平復元力特性について

望月利男

原稿種別: 本文
1975 年 231 巻 p. 63-71,97
発行日: 1975/05/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.231.0_63

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This paper describes the method of on line real time dynamic test for the building supported on piles and the results of test on restoring force characteristics of model pile in cohesive soil. The principle of this method is coupling of digital computer and test apparatus, and using the restoring force between soil and pile from the test, the response of building is given by computer in real time. The object of this investigation is to find the seismic effect of interaction between soil-pile, and pile-building on the entire system. The results of dynamic tests on model pile in clay which are basic steps for test on entire system are summarised as follows; (1) Hysteresis curves bear some resemblance to ellipse or Jennings type (Fig. 13, Fig. 14). (2) Skelton curves are expressed by F=KX^α. Where, F : force, X : displacement, K, α : parameters, α≒0.7〜0.8 (Fig. 16). (3) Equivalent viscous damping constant he is about 0.1〜0.13. And value of he does not increase with displacement (Fig. 19). (4) It is found that the tensile resisting force of soil occures at still considerably large displacement in this test. And the largest earth pressure takes place near the ground surface (Fig. 7, Fig. 10, Fig. 11). (5) For extremely large displacement, crevice between soil and pile will develop near the ground surface, and maximum earth presser arises near the middle depth (Fig. 10, Fig. 11). (6) As to lateral distribution of earth pressure, this value of side becomes about 2〜3 times larger than it of center (Fig. 12).

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室内空気分布の数値解法に関する研究 1 : MAC 法による 3 次元数値解析

野村豪, 松尾陽, 貝塚正光, 坂本雄三, 遠藤清尊

原稿種別: 本文
1975 年 231 巻 p. 73-79,98
発行日: 1975/05/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.231.0_73

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Air distribution of ventilated room space was analyzed by numerically solving three-dimensional Navier-Stokes equations. Marker-and-Cell (MAC) method was adopted as the finite difference analogue of N-S equations, because, especially in three-dimensional flow, the boundary conditions were easier to set than those of vorticity transport equations. After brief explanation of MAC computing procedure, a cube-shaped room model was resolved into 9×9×9 cells, putting an air inflow at the center of the ceiling surface, and an air outflow at the bottom center of one of side walls. Computations were carried out from appropriate initial conditions, reaching successfully the perfect steady solutions up to 50 of Reynolds number based on the length and the velocity of the air inflow. Some descriptions of characteristic features of computed room air distribution are given below. 1) Injected jet falls straight down, and spreads radially over the bottom surface. 2) One part of flow goes out through the air inlet. The other part turns upward through the area near the side walls to the ceiling of the room model. Stronger stream can be seen at the corners of the side walls than at the centers of them. 3) Then the air is gathered slowly toward the room center, and falls down again induced by the jet stream. 4) Whole processes of recirculation are very similar to what are observed in the experiments reported on our another paper, though the experiments have been made including turbulence in larger Reynolds numbers of 1000-8000.

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市街地低層部における風の観測 : 建物周辺気流に関する実験的研究 (V)

勝田高司, 村上周三, 上原清

原稿種別: 本文
1975 年 231 巻 p. 81-88,98
発行日: 1975/05/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.231.0_81

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The wind is observed at the lower part in a built-up area. The measuring site is located at Minato-ku Tokyo, Japan. Seven anemometers are arranged at several heights, from 6m to 46m. The observation began in Aug., 1972, and will continue to May, 1976. Here the results of the survey in the first one year are described. A high rise building is under construction in the center of the measuring site. It is intended to clarify the influences of the tall building on the air flow in the streets. The main results are as follows. 1) The prevailing wind direction is NNW or SSE〜SSW at the height of 46m. As for only the strong wind, south direction is most frequent. 2) The longest time length during which the calm continues is 14hr. at Point No. 1 (z=46m), but that value becomes 170hr. at Point No. 4 (z=6m). The longest time length during which the strong wind continues is 11hr. at Point No. 1, but it is not observed at Point No. 4 that the strong wind continues for one hour. Here "calm" is defined as the conditions during which the 60-min. mean wind velocity is lower than 2m/s, and the strong wind is defined as the condition during which the 60-min. mean wind velocity exceeds 10m/s. 3) The percentage of the days on which V (24-hr. Max) exceeds 10m/s is 68% at Point No. 1, 19% at Point No. 3 (Z=4m), 26% at Point No. 4 (Z=6m) and 7% at Point No. 7 (Z=4m). 4) The distribution of the gust factor with the height, at the lower part in the built-up area, is expressed as below. <G.F.>^^^-=2.95Z^<-0.16> where 6≦Z<300.

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茶室の採光に関する研究-(2)

小木曽定彰, 杉本幸一

原稿種別: 本文
1975 年 231 巻 p. 89-93,99
発行日: 1975/05/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.231.0_89

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