日本建築学会論文報告集

表紙

原稿種別: 表紙
1979 年 285 巻 p. Cover1-
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_Cover1

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目次

原稿種別: 表紙
1979 年 285 巻 p. Cover2-
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_Cover2

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SI 単位の換算率表

原稿種別: 付録等
1979 年 285 巻 p. App1-
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_App1

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CONTENTS

原稿種別: 目次
1979 年 285 巻 p. Toc1-
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_Toc1

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奥付

原稿種別: 付録等
1979 年 285 巻 p. App2-
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_App2

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コンクリートの高温多軸クリープの研究 : その 5. 温度 20〜320℃ 間の三軸等圧縮クリープ特性

大岸佐吉, 和田光生, 岸谷孝一, 小阪義夫, 岡島達雄, 滝口克己

原稿種別: 本文
1979 年 285 巻 p. 1-13
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_1

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合成高分子防水層の耐候性その 5 : 防水用高分子材料のウェザーメータ試験と光熱劣化試験

小池迪夫, 田中享二, 日置滋

原稿種別: 本文
1979 年 285 巻 p. 15-22
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_15

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Fourteen types of rubber and plastic sheets for roof membranes were selected in the Japanese market and tested by so-called Weather Meter, in which test specimens were exposed to ultra-violet ray from Sunshine Carbon-Arc and periodically to water spray. The results obtained show a general tendency that elongations at break decrease and stresses at 300%-elongation increase as the test goes on. We cannot find out, however, a definite accelerating ratio between the results obtained here and ones by outdoor exposure tests in Tokyo and Sapporo. For the purpose of making clear the degradation of these sheets, a separate estimation of the effect of heat and light is fundamentally needed. Therefore, the following improved accelerated weathering test was made. Test specimens specially produced for this test were exposed to ultra-violet ray from Xenon-Arc at three kinds of ambient temperatures, 6℃, 66℃ and 85℃. The results obtained show an obvious tendency that the degradation of the test specimens exposed to light of the same intensity is more accelerated by the higher ambient temperature, and that clear sheets are much more sensitive to light than opaque ones.

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長方形水槽の振動解析

箕輪親宏

原稿種別: 本文
1979 年 285 巻 p. 23-32
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_23

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In almost buildings, the water storage tanks would be placed. Among the various shape tanks, many rectangular tanks would be found. The water storage tanks are usually made from FRP (Fiber Reinforced Plastics) which would possess lower rigidities than other structural materials. The rectangular water storage tanks have large capacities in comparison with other shape tanks. Accordingly, it is worried that the rectangular tanks may present low stiffnesses. There is an anxiety about the big earthquake to take place in future. Thus, the earthquake-resistant tanks, which reserve water to be considered most vital at the time of disasters, are required. However, in the recent earthquakes; Near Izu-Oshima earthquake on Jan. 14th, 1978 and two earthqukes taken place off Miyagi Prefecture on Feb. 20th and Jun. 12th, 1978, many water storage tanks were damaged. In these reasons, it should be necessary to study the dynamic behaviors of rectangular tanks. The dynamic behaviors of rectangular tanks were already studied by G. W. Housner and Fumiki Kito. In the formula developod by Housner, the elasticity of the side walls was not considered. Dr. Kito analyzed the natural frequencies of elastic side walls, by the energy method, assuming the simply supported edges and clamped edges, and so on. This paper describes the theoretical and experimental studies concerning rectangular water storage tanks. In the theoretical study, the Kito's method is employed. The bending displacements of the walls perpendicular to an excitational direction (which are called the pressured walls), and the shear displacements of the walls parallel to this direction (which are called the side walls), and the displacement of a base frame are assumed. The water in the tank is regarded to have the velocity potential that satisfies the condition of free surface, the continual conditions of velocities on the pressured walls, and the three dimensional Laplace's equotion. From these assumptions, the kinematic energies and the potential energies would be obtained. The vibrational equations of this system would be expressed by substituting these energies into the Eular's equation. After all, this analysis would be concluded in solving the multi-degrees vibrational equations. The dynamic tests concerning the water storage tank assembled by the steel panels with dimensions of 1m × 1m, were conducted. This rectangular tank has the capacity of 48t (width×length×height=3m×4m×4m). The large-scale shaking table of National Research Center for Disaster Prevention in Tsukuba Newtown was used in this experiment. The measurements for this experiment were made in the purposes to obtain the frequency properties of responses and hydrodynamic pressures. The mathematical simulation for this experiment were carried out in the frequency and time domains. The results of theoretical analyses for this tank would agree with the results of the experiment, partly.

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一様な格子乱流中における角柱の振動実験と理論の比較 (梗概)

森武雄

原稿種別: 本文
1979 年 285 巻 p. 33-42
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_33

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梁のハンチの応力分布に関する研究

伊沢久, 松井源吾

原稿種別: 本文
1979 年 285 巻 p. 43-50
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_43

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In this paper, the reporters shall discuss the results from comparing the stress distributions in haunches of beams, when horizontal and vertical forces are added, obtained from applying the solution of the theory of two-dimensional elastity, with photoelastic experiments. The theoritical values of the solution quite agree with the experimental values at the middle part of the haunch (Fig. -7 II, 11 II) and at part I of the haunch which is nearer to the center of beam (Fig. -7 I, 11 I). At the upper and lower part of the the haunch nearer to the beam-column connection (Fig. -7 III, 11 III), the stress distributions by superposition of the stress of the solution of the theory of two-dimensional elastity upon the stress distributions of infinitely large plate under a concentrated load, are similar to that of experimental results. Therefore this solution of theory of two-dimensional elasticity is quite effective when applied to the middle and part I, farthest from the beam-column connection, of the haunch. As to the part of the haunch nearest to the beam-column connection, it would be possible to consider that stress distributions at that part are sum of the solution above and the stress distributions due to the restriction of the column.

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砂地盤中の Non-displacement pile 先端部地盤の破壊機構

高野昭信, 岸田英明

原稿種別: 本文
1979 年 285 巻 p. 51-62
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_51

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Two series of the modal pile loading tests were carried out to clarify the failure mechanism of the soil mass under the pile base in sand. In the first series of the model pile loading tests (Test-I), the displacement of single pile was observed by X-Ray pictures. The second series of the model pile loading test (Test-II) were carried out to observe the shear failure patterns and the particle breakage of the sand under the pile base. The lists of the pile loading tests and load-settlement curves for Test-I and -II are shown in Table 1, 2 and Fig. 1, respectively. The properties of sands used in the tests are shown in Table 3.

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最悪極値分布を用いた鉄筋コンクリート構造物の極値設計

馬場俊介

原稿種別: 本文
1979 年 285 巻 p. 63-70
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_63

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The concept of maximum mean largest value introduced by E. J. Gumbel is applied to the design of reinforced concrete structure, and is named as the worst-state design and/or extreme value design. The characteristics of the worst-state design are as follows; 1) The structure is designed by using minimum material strength and maximum external force. 2) Minimum material strength and maximum external force are derived as the minimum mean smallest value and the maximum mean largest value, respectively, by using Lagrange multiplier method under the condition that failure probability of the designed structure is never exceed a certain value P_f in any case. 3) Material strength consists of two independent parameters such as steel rod and concrete. External force consists of two independent parameters such as traffic load and earthquake load. In this paper, first, maximum mean largest value is derived by introducing new characteristics A, B, C and D in order to reduce the excessive estimation of the largest value; second, the concept is extended to the estimation of the upper bound value of failure probability; third, the concept is also extended to two parameters problem, where two kinds of material strength and/or two kinds of external force are included; fourth, an example of design of reinforced concrete girder bridge is provided; and fifth, some execution error problems such as location error of steel rod of reinforc-ed concrete girder are discussed.

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鉄筋コンクリート壁体の二軸曲げせん断強度に関する研究 : 第一報二軸曲げせん断実験の概要

小畠克朗

原稿種別: 本文
1979 年 285 巻 p. 71-79
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_71

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In conjunction with structural design of cast-in-situ diaphragm R/C walls constructed at underground and along the periphery of buildings, biaxial bending-shear tests of R/C wall specimen were performed. During the tests, the loads out of plane applied perpendicular to the wall surface which represent earth pressure soon, were kept constants, the loads in plane parallel to the wall surface which represent shear force due to seismic load were applied to it's failure. Influence of the load out of plane on failure mode, deflection and strength is discussed in this paper. Comparing with specimens subjected to loads in plane only, the following facts were observed from the test results. (A) When the applied constant load out of plane was less than about 50% of the calculated load carring capacity in it's direction, 1. in all the specimens failed in plane, their failure modes, shear failure, flexural failure and flexural-shear failure, were not so much influenced by the presence of the load out of plane. 2. strength and rigidity of shear failured specimens were not influencd by the load out of plane. 3. non-dimensional interaction curve between strength in plane and strength out of plane was almost circular arc when failed in flexure or in flexure-shear. (B) When the applied constant load out of plane was greater than about 50% of the calculated load carring capacity in it's direction, 1. all the specimens failed in shear out of plane and strength in plane decreased greatly. 2. the rigidity of the specimen supposed to fail in shear when subjected to the load in plane only was not effected by the presence of load out of plane. On the contrary, due to the presence of load out of plane, the reduction of the rigidity of the specimen supposed to fail in flexure or in flexure-shear when subjected to the load in plane only began at 2/3〜1/3 of the maximum load and the ductility decreased to 1/3〜1/8.

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鉄筋コンクリートスラブの耐力とたわみ性状に関する研究 (II) : 周辺梁を有する交叉帯スラブの耐力とたわみの算定法

小森清司

原稿種別: 本文
1979 年 285 巻 p. 81-91
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_81

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In this paper, the method to calculate strength and deflection of reinforced concrete square cross-strip slabs with edge beams is proposed by author. Then, the analisis for two types of model is taken, and the tests to confirm accuracy of the equation are carried out and discussed. Consequently, it is sure that load-deflection curve of these slabs are calculated in considerable accuracy by author's equation.

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構造素材及び要素の共振疲労特性 (VI) : 耐震構造試験法; 基本概念及び方法論

山田稔, 河村廣

原稿種別: 本文
1979 年 285 巻 p. 93-99
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_93

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In this Paper (part VI), a method of aseismic structural test is proposed in order to realize the philosophy and method of ultimate aseismic structural design introduced in the previous paper (Part V). The purpose of aseismic structural test proposed by the authors is to constitute the Resonance-Fatigue-Characteristics of structures (Figs. 5-8) under the two specified conditions, the Origin Symmetry (E_q. 2) and Resonance Response (E_q. 3). Main factors which should be measured and a typical format of their descriptions are shown in Table 1.

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耐震要素をもつ架構の地震応答 I (梗概)

藤原悌三

原稿種別: 本文
1979 年 285 巻 p. 101-108
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_101

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中心窩における光幕光量に関する研究 II : 高輝度光源が視認閾値に及ぼす影響に基づく検討

中根芳一, 伊藤克三

原稿種別: 本文
1979 年 285 巻 p. 109-115
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_109

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The results of the study on the threshold value of visual perception of Landolt's Ring visual targets within the visual field in a visual environment having uniform background luminance has already been reported. In the present paper are described the results of an experiment concerning the effect of a highly luminant object such as a light source or window existing in the visual field on the threshold value of visual perception. In the experiment, an apparatus as shown in Fig. 1 and a target consisting of a sheet of unglossed printing paper with its one half printed in black were used, and the observers were told to adjust the position at which the boundary of the white and blabk parts of the target became imperceptible as the target was brought near to the light source. Considering that at that point the contrast of the target and the background luminance were changed to the threshold value of visual perception by the veiling light produced by the highly luminant light source, the quantity of the veiling light was calculated. The results of the calculation obtained are summarized as follows : 1) The veiling light radically decreases in the inverse proportion to the light source deflection angle from the position at which the glare light source does not enter directly into the fovea centralis of the eye. 2) The quantity of the veiling light occurring in the human visual system increases approximately in direct proportion to the increase of the luminance of the glare light source. 3) When the size of the glare light source is increased, the quantity of the equivalent veiling luminance increases approximately in the direct proportion to the increased size. 4) For the quantity of the equivalent veiling light when the size of a light source is large, the large glare light source should be divided by the solid angle of 1°visual angle and the quantities of the equivalent veiling light generated by the respective units of the divided light source should be summed up, and thus the background luminance and the contrast can be obtained.

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閉空間に対する感覚量に関する実験的研究・2

内田茂

原稿種別: 本文
1979 年 285 巻 p. 117-125
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_117

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This paper is PART-II in a series of An Experimental Study on the the Sense of Visually-closed Spaces, and is mainly consisted of the two experiments. (Experiment III, IV) In Experiment III, we discuss the sense of oppression and the degree of it about "visually-closed spaces" In this case, the sense of oppression is considered as the sensation that may emerge when it is felt to to be oppressed and be extinguished when not to be oppressed. As a result, the degree of oppression is heavily correlated with the perceived volume, while the sense of oppression, when it is dealt with in terms of the parameter (ceiling height/stature), is dominated mainly by the area of the plan. In Experiment IV, we examine the visual effect of "furniture" The size of "furniture" is 450×900×1800mm, and they are placed in various patterns in the rooms used in Experiment II, III. Consequently, it is shown that "furniture" have influence on the sencse of oppression, and that the set pattern of "furniture" have more influence on it than the numbe of "furniture".

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放射線診断部門における運営と平面の類型化 : サーキュレーションによる平面評価に関する研究その 1

柳沢忠, 今井正次, 谷口元

原稿種別: 本文
1979 年 285 巻 p. 127-136
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_127

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This papers attempt to make the planning method, and the relationships between planning and management by the circulation studies. We investigated the circulation of radiographic departments in 3 hospitals, the managements of 20 hospitals, and the planning layouts of 63 hospitals. Now we made 9 typical diagrammatic layouts to classify many plans and some patterns to classify many management types. In this process we used some items to classify as follows. (1) Staffs' works; there are diagnosis, photographing, nursing, developing, assistant or management works, and so on. (2) Management manners; there are three types, such as only photographing facility type, photographing and nursing facility type, and diagnosis facility type. (3) Classify how to developing and how to do assistant or management works. (4) Planning types; table-6 1) Patients' spaces are separate or not. 2) Photographing staffs' corners are independent or not. 3) Developing spaces are centralized or not. 4) Are there or not, the connections between patients' zones and staffs'.

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建築空間における歩行のためのシミュレーションモデルの研究 : その 3 停滞や火災を考慮して最短径路を選ぶ歩行

岡崎甚幸

原稿種別: 本文
1979 年 285 巻 p. 137-147
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_137

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ヴィニョーラ著『建築の 5 つのオーダー』 : ヴィニョーラのオーダーの源泉・古代ローマ建築研究

長尾重武

原稿種別: 本文
1979 年 285 巻 p. 149-157
発行日: 1979/11/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.285.0_149

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The Order System of Vignola is very sinple and systematic. This is the reason why this book spread his idea all over the europe and other country. But it is the question how he had made his system, and what is the base of his system. So we must study from his descriptions on Roman architecture and analyse them. He tells us his sources of earch order, The Tuscan : Vitruvius, the Doric : Teatro di Mancello, the Ionic he says nothing, the Corinthian : Rotonda, Three columns in the Foro Romans, the Composito : he did'nt say clealy. At the first, we compared his cited source with its own, and the other case, we searched for his sources. And in this process we analyse his plates and find many things. Ceartainly, his cited sources are almost correspondent, but the proportions of details are changed. And we find the source of the Ionic : Vitruvius, the Corinthian : Arch of Titus and Septimus Severus.

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