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- Transactions of the Architectural Institute of Japan Summaries of Technical Papers
Volume 102
Displaying 1-14 of 14 articles from this issue
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Article type: Cover
1964Volume 102 Pages Cover1-
Published: September 30, 1964
Released on J-STAGE: August 30, 2017
JOURNAL FREE ACCESSDownload PDF (56K) -
Article type: Cover
1964Volume 102 Pages Cover2-
Published: September 30, 1964
Released on J-STAGE: August 30, 2017
JOURNAL FREE ACCESSDownload PDF (56K) -
Article type: Index
1964Volume 102 Pages Toc1-
Published: September 30, 1964
Released on J-STAGE: August 30, 2017
JOURNAL FREE ACCESSDownload PDF (41K) -
YUTAKA OSAWAArticle type: Article
1964Volume 102 Pages 1-9
Published: September 30, 1964
Released on J-STAGE: August 30, 2017
JOURNAL FREE ACCESSThis 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.View full abstractDownload PDF (1006K) -
CHITOSHI KATSUTA, NAOKAZU MASHIZUArticle type: Article
1964Volume 102 Pages 10-16
Published: September 30, 1964
Released on J-STAGE: August 30, 2017
JOURNAL FREE ACCESSIn Japan, seismo-free apparatus was proposed by Ryuiti Oka and Yukio Otsuki 20 years ago which was actually applied to a few building in Tokyo. This method may be called as earthquake isolation method by vibration system like pendulum, spring and damper. However, to minimize the transmissibility of ground motion, the natural period of the pendulum or of the springs is required to be sufficiently longer than periods of ground motion (0.1〜5sec.) but is may be very difficult to make the period longer in the case of isolation apparatus by vibration system. This paper proposes the new idea of earthquake isolation method of structure by a high speed electrohydraulic servomechanism and discusses some applications of this idea for the dynamic characteristics, through theoretical calculation. When the ground is displaced by x and the piston of actuator is displaced by y, in the case of ⊿l→x,y minimizes to zero. The motion of the piston in the actuator is controlled by servovalve, electric error detector and by the bob of seismograph to minimize y to zero. Main components of this apparatus are as follows: 1. Hydraulic system 2. Controller of system 3. Electric error detector and amplifier 4. Horizontally supporting member with actuator This isolation method may be suitable for irregular vibration of low frequency about 0.1〜10c/s such as strong ground motion of earthquake.View full abstractDownload PDF (739K) -
CHITOSHI KATSUTA, NAOKAZU MASHIZU, [in Japanese]Article type: Article
1964Volume 102 Pages 17-24
Published: September 30, 1964
Released on J-STAGE: August 30, 2017
JOURNAL FREE ACCESSStandard 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.View full abstractDownload PDF (1138K) -
KIYOSHI NAKANOArticle type: Article
1964Volume 102 Pages 25-31
Published: September 30, 1964
Released on J-STAGE: August 30, 2017
JOURNAL FREE ACCESSThree 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.View full abstractDownload PDF (666K) -
SHIGERU MOCHIZUKIArticle type: Article
1964Volume 102 Pages 32-36
Published: September 30, 1964
Released on J-STAGE: August 30, 2017
JOURNAL FREE ACCESSThis 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>View full abstractDownload PDF (647K) -
TAKEO NAKA, TSUTOMU KATO, MAKOTO YUASA, ATSUO TANAKA, TETSUYA SASAKIArticle type: Article
1964Volume 102 Pages 37-43
Published: September 30, 1964
Released on J-STAGE: August 30, 2017
JOURNAL FREE ACCESSIn 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.View full abstractDownload PDF (884K) -
[in Japanese], MASAYASU UKAI, [in Japanese]Article type: Article
1964Volume 102 Pages 44-49
Published: September 30, 1964
Released on J-STAGE: August 30, 2017
JOURNAL FREE ACCESSAbout 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.View full abstractDownload PDF (858K) -
AKIHISA ENDOArticle type: Article
1964Volume 102 Pages 50-55
Published: September 30, 1964
Released on J-STAGE: August 30, 2017
JOURNAL FREE ACCESSIt 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).View full abstractDownload PDF (1010K) -
Article type: Bibliography
1964Volume 102 Pages 56-59
Published: September 30, 1964
Released on J-STAGE: August 30, 2017
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Article type: Bibliography
1964Volume 102 Pages 59-
Published: September 30, 1964
Released on J-STAGE: August 30, 2017
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Article type: Appendix
1964Volume 102 Pages App1-
Published: September 30, 1964
Released on J-STAGE: August 30, 2017
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