日本建築学会論文報告集

表紙

原稿種別: 表紙
1964 年 102 巻 p. Cover1-
発行日: 1964/09/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.102.0_Cover1

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目次

原稿種別: 表紙
1964 年 102 巻 p. Cover2-
発行日: 1964/09/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.102.0_Cover2

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CONTENTS

原稿種別: 目次
1964 年 102 巻 p. Toc1-
発行日: 1964/09/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.102.0_Toc1

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耐震コアー式高層建物の動的特性

大沢胖

原稿種別: 本文
1964 年 102 巻 p. 1-9
発行日: 1964/09/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.102.0_1

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This paper is concerned with the dynamic analysis of core-wall type buildings, which have a box-shape wall extending over the height of the building as shown in Fig. 1. To investigate the dynamic characteristics under the effect of earthquake ground motions, it is assumed that; (1) the masses and the stiffnesses are uniformly distributed over the height of the building, (2) all the memders of the structure are distorted within an elastic range, (3) the open frames vibrate as a shear beam type structure, and the core walls behave as a cantilever standing on the foundation and are subjected to restraint action from theadjacent beams, and (4) there is no foundation rotation. With these assumptions the system can be analyzed as a combination of a shear beam and a cantilever. The fourth order partial differential equation is then derived as the equation of motion when the system is subjected to earthquake grond motions, and its solution is given by modal expression. Numerical study is made on the mode shapes and their corresponding stress distribution in several cases both for fixed and pinned conditions at the wall base. The sesults indicate that; (1) the dynamic characteristics of ordinary type core-wall buildings is close to that of the shear beam rather than the cantilever, and (2) the effect of fixation at the wall base on the modal stresses is limited to lower stories. Finally, earthquake responses of six ideal buildings are obtained using an analog computer, and the results are compaired with so-called "root mean square" values and the maximum values when the first mode only is considered. From this comparison it is concluded that; (1) "root mean square" values are always very close to the exact maximum values except a very few cases, and (2) in most cases the first mode maxima are neary alequal to the exact maxima. The exceptional case is seen in one of the sample buildings, for which the maximum values of the first and second modes are comparable.

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自動制御による免震法の研究(I) : 特に自動制御免震法の原理と理論

勝田千利, 益頭尚和

原稿種別: 本文
1964 年 102 巻 p. 10-16
発行日: 1964/09/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.102.0_10

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本研究は,電気-油圧式の自働制御系を利用した,著者の新しい構想による免震装置について,数種類の方法をのべ,その計算値と実験値とを比較検討したものである。(実験については「自動制御による免震法の研究II」参照)結果を要約すれば,次の5項目となる。1.大出力時の応答速度のはやい電気-油圧式の制御系をもつこの免震装置は,地震時の低い周波数の激しい地動に対してよい免震性能をもっている。2.この装置は,免震装置として使用できるばかりではなくて,地震計の支持台として利用すれば,見掛け上,振子の固有周期をながくし,減衰常数(Damping Factor)を大きくするはたらきがある。3.自働制御による免震装置の伝達関数は,装置に使用する地震計の固有周期,減衰常数と,振動検出器,増巾器,油圧系等の常数をふくむ関数としてあらわされる。したがって,各常数を適切にえらぶことによって,希望する周波数帯で動作する免震装置をつくることができる。4.著者の実験結果では,振動台振動周波数1c/sec,振巾±5cmの正弦波形の振動をあたえたとき,免震台振巾/振動台振巾≒0.03であった。5.自働制御による免震装置を実際に構造物に応用するためには,更に,大形のサーボ弁やアクチュエーターの研究と,x,y2方向に動作する免震装置の機構を開発しなければならない。

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自動制御による免震法の研究(II) : 特に自動制御免震法の実験と応用

勝田千利, 益頭尚和, 宇野博

原稿種別: 本文
1964 年 102 巻 p. 17-24
発行日: 1964/09/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.102.0_17

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Standard conditions for the tests of apparatus are as follows. Oil pressure; 35kg/cm^2, piston area; 5cm^2, weight of load; 40kg and gain constant K; 215, K'; 0.03, natural frequency of seismograph; 0.4c/sec, damping ratio of seismograph; 0.42. Seismograph used as controller is a inverted pendulum. In experiment, the frequency and the amplitude of shaking table are found as follows. Frequency c/sec 0.5 1 2 4.5 amplitude mm 100 100 50 12.5 The displacement of shaking table and isolated table were recorded by potentiometer and recording oscillograph. The results are summarized as follows. 1) These earthquake isolation apparatus by a high speed electrohydraulic servomechanism may be suitable for isolation of vibration of low frequency such as strong ground motion of earthquake. 2) These apparatus may be applied as supporting table of seismograph 3) The transmissibility of these apparatus are given as a function of frequency of ground motion and constant of apparatus. In designing this apparatus, we can pick up the constant of apparatus for the purpose of the most effective earthquake isolation of structure. 4) In the case of model test of this isolation apparatus, the minimum value of transmissibility of isolation apparatus is reduced to about 0.03, when the frequency and the amplitude of shaking table were 1c/sec and 10cm. 5) In the case of application of these apparatus to large structures, the development of special servovalve and actuator of large scale and practical construction of earthquake isolation apparatus for horizontal two direction yet remain as subject matter for further research in future.

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単層プレストレストコンクリートラーメンの水平加力時の変形性状に関する実験

中野清司

原稿種別: 本文
1964 年 102 巻 p. 25-31
発行日: 1964/09/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.102.0_25

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Three prestressed concrete portal frames (span: 2.6m, height: 0.9m) were loaded horizontally. Resistance against lateral force, ductility, and dynamic behaviours of these frames were examined. As the results of the experiment, the following facts were clarified: (i) Ultimate design method is applicable for prestressed concrete portal frames, (ii) ample ductility is guaranteed, (iii) deterioration of deformation characteristics under repeated loading is not considerable, (iv) increment of period of natural vibration and increse of fraction of critical damping in accordance with increase of load are small.

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静・動の漸増せん断荷重をうける鉄筋コンクリート版の実験

望月重

原稿種別: 本文
1964 年 102 巻 p. 32-36
発行日: 1964/09/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.102.0_32

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This report presents the results of the experiment of unrestrained reinforced concrete panels under static and dynamic increasing shear load. These experiment are consist of four load method; (a) increasing static load, (b) increasing dynamic load, (c) reverse increasing static load after cracks and (d) reverse increasing dynamic load after cracks. Dynamic load is half amplitude vibration of sixty cycle in a minute. Static loading, (a) and (c) were tested for comparision to examine the effect of the dynamic load. The results were sumarized as follows; (1) The differences between crack and ultimate strength under dynamic load and those under static are not much. It is said to be same in the case of the normal and reverse load. (2) Plastic expansive ratio of the unrestrained panels is about 1.8 and is hisher than these of reinforced concrete walls restrained by frame. (3) The coefficients of plasticity of panel after cracks under normal load is coincide with those under reverse except the larly time. As experimental equation of static coefficient of plasticity, we obtained β_s=0.25(R×10^3)^<-1> and as these of dynamic one, β_D=0.44(R×10^3)^<-0.6>

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水平荷重を受ける鋼構造柱・はりおよびその接合部の挙動について : 報告・その2

仲威雄, 加藤勉, 湯浅丹, 田中淳夫, 佐々木哲也

原稿種別: 本文
1964 年 102 巻 p. 37-43
発行日: 1964/09/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.102.0_37

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In this experiment three types of full scale specimens are used, which have same H-section beam and three types of columns. Those are double-H-section type (XI-type), pipe section type (XP-type) and box section type (XB-type). At the XI-type specimens the deformation and the strength of beam-to-column connections are influenced by both shearing stress and bending stress. At the XP-type and XB-type specimens, the ones are mostly decided by the shearing stress, when they have rigid diaphragm. But when the connection has semi-rigid diaphragm, the local deformation of the diaphragm has great influence upon the total deformation of the connection.

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パーライトブロツクをライニングした名神高速道路トンネルの音響試験報告

柳川晃夫, 鵜飼正保, 中村貞夫

原稿種別: 本文
1964 年 102 巻 p. 44-49
発行日: 1964/09/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.102.0_44

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About 600,000 pieces of perlite blocks were used by Nippon Doro Kodan (Japan Highway Public Corporation) for the purpose of noise reduction in Meishin Expressway tunnels. The Properties of perlite blocks and the acoustic test results of these tunnels lined with them are as follows: 1. The total length of tunnels is about 7.5km and the work was completed in July, 1963. 2. Bulk specific gravity of perlite block is 0.9 approximately and its size is 19×39×10cm. 3. Sound adsorption coefficient of perlite block is about 0.5. 4. The "perlite block-lining area/total wall area" in tunnels is 0.16 therfore it is supposed that the mean value of sound absorption coefficient of wall is about 0.19. 5. Reverberation time in tunnels lined with perlite blocks is 4 sec. or less, on the other hand that without perlite blocks is 10sec. or more. 6. Noise reduction in tunnels lined with perlite blocks is 18-20db at 100m from noise sourse, that without perlite blocks is 2-3db in any case. From these test results, the authors are convinced that perlite block is effective sound absorber for tunnel.

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開拓使物産売捌所と工部大学校生徒 : 開拓使物産売捌所の研究・第4報

遠藤明久

原稿種別: 本文
1964 年 102 巻 p. 50-55
発行日: 1964/09/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.102.0_50

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It is the well-known fact that the pupils of the architectural institute at the Imperial Collage of Engineering cooperated for the drawing of the Sale and Reception Room of the KAITAKUSHI which was designed by J. Conder (1852-1920), Professor at this collage. J. Conder presented this drawing to the first〜the fifth-time pupils of this institute as the practical theme, and then they maked mainly the full size drawing. Watanabe Yuzuru (1955-1930), the second-time graduate of the institute, served in the construction field of the above building as an assistant foreman from October, 1878 until December, 1879 for the purpose to learninf affairs under the school regulation. At the present paper the relation between the design and the construction of this building and the pupils at this collage is studied concretely being based upon the plans of this building owned by Nippon Ginko (the bank of Japan) and the archives of the KAITAKUSHI (Hokkaido Colonization Board).

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SYNOPSIS

原稿種別: 文献目録等
1964 年 102 巻 p. 56-59
発行日: 1964/09/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.102.0_56

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正誤表

原稿種別: 文献目録等
1964 年 102 巻 p. 59-
発行日: 1964/09/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.102.0_59

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奥付

原稿種別: 付録等
1964 年 102 巻 p. App1-
発行日: 1964/09/30
公開日: 2017/08/30

DOIhttps://doi.org/10.3130/aijsaxx.102.0_App1

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