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Article type: Cover
1970Volume 168 Pages
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Published: February 28, 1970
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Article type: Cover
1970Volume 168 Pages
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Published: February 28, 1970
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Article type: Index
1970Volume 168 Pages
Toc1-
Published: February 28, 1970
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Article type: Appendix
1970Volume 168 Pages
App1-
Published: February 28, 1970
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KYOICHI OMATSUZAWA
Article type: Article
1970Volume 168 Pages
1-4,105
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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A SMAC-type accelerograph installed in the Fukushima Nuclear Power Station Office (Tokyo Flectric Power Co.) recorded the ground motion by Tokachi-oki Earthquake off Hokkaido, May 16, 1968. The response spectra from these records show remarkable difference from that of the neighboring small earthquake, although the recorded accelerations are small. The distinct features of Tokachi-oki Earthquake observed here are as follows. (1) The epicenters of Tokachi-oki Earthquake, with the magnitudes of 7.9 and 7.5, were more than 400 kilometers far from the observation point and the maximum acceleration was 21.25 Gals. The observed intensity of the ground motion at the seismological stations of Japan Meteorological Agency (JMA) in the vicinity was III or IV in JMA scale. The acceleration response spectra for these records show a broad peak in the range of 0.4 to 1.0 second of period of vibration, then the curves gradually go down to the maximum recorded ground acceleration around the period of 2.0 to 3.0 seconds. (2) The epicenter of a neighboring earthquake off Fukushima Prefecture, with the magnitude of 5.5, was around 50 kilometers far from here and the maximum acceleration was 37.5 Gals. The observed intensity of the ground motion at the same seismological stations as above is III. The acceleration response spectrum for this small earthquake shows a sharp peak in the range of 0.1 to 0.2 second of period, then the curve rapidly goes down to the maximum recorded ground acceleration around the period of 0.5 second.
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SHUNSUKE SUGANO
Article type: Article
1970Volume 168 Pages
5-10,105-106
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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In this paper the author investigated the causes of the damages of the Mutsu Joint Office which was slightly damaged by the 1968 Tokachi-oki Earthquake analyzing the elastic dynamic behavior, the Earthquak response, and the strength of the members. This building consists of reinforced concrete and has 3 storeys and 1 storey basement. The building has many shear walls and masonry walls in each storey. In this analysis the rigidity of the secondary members (partition walls, masonry walls) were included. The fundamental period was 0.15 sec. for the longitudinal direction, and 0.18 sec. for the span. On the maximum earthquake response (recorded at Hachinohe Harbor) stresses of members (beams, columns, shear walls) were less than the cracking or shearing strength except the boundary beams (beams connected with the shear walls) in the span direction. Results of the analysis agreed with the observed damages of this building. The reasons why this building was only slightly damaged by the earthquake are, the shear walls had enough strength which was far than the designed shearing forces ; the second, shear walls are symmetrically aranged and disadvantage for torsion or local concentrated stressed could be avoided ; and the third, possible reduction of input earthquake force due to existence of the basement floor.
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HIROYUKI AOYAMA, KAZUNORI MATSUSHITA
Article type: Article
1970Volume 168 Pages
11-16,106
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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Failures of reinforced concrete school buildings due to 1968 Tokachi-oki earthquake, May 16, 1968, were investigated by comparing failed buildings with similar buildings in the same area which survived the earthquake. Most remarkable and important mode of failure of these buildings was the shear failure of the first story columns, mostly short columns. Natural period was measured, and structural analyses showed that calculated period, based on the uncracked section including finishings, was very close to the measured value if the building was safe or only partially damaged. However there was no remarkable diflerence between the calculated periods of safe and damaged buildings. Earthquake response was calculated for these buildings, As to the maximum relative displacement of the first story, again, there was no remarkable diflerence. Based on the elastic theory, shear strain and stress in the columns of the first story were calculated. It was shown that ther was remarkable diflerence in the shear strain and stress, and that shear stress may be approximately estimated if the base shear coefficient was evaluated. The base shear coefficient of low, rigid reinforced concrete buildings may be assumed to be approximately constant, or in other words, it dous not depend on the natural period of the structure. Thus, safety against shear failure of columns may be estimated by means of W_e/A, where W_e is the effective weight of the building as related to the particular column, and A is the cross-sectional area. Furtheremore, relation between shear strength and shear span ratio was studied. It was found that an empirical equation by Dr. Arakawa showed a very good agreement with the observed failure in the earthquake. Also it was shown that short columns were apt to fail because the stress concentration due to its high rigidity exceeds the increase in the strength.
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YOICHI HIGASHI, MASAMICHI OHKUBO, TAKAO NISHIKAWA
Article type: Article
1970Volume 168 Pages
17-22,106
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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Hachinohe Technical College is three storied reinforced Concrete building. Characteristic of this building is that the columns of north side of longitudinal direction have large rigid zone and shear spans of them are short (h./D=2.6), while the south side columns are longer in its clear span. (h./D=4.8) Damages due to earthquake motion concentrated in those short columns. In this report, through the elastic analysis and non-linear response analysis, development of failures of the columns were investigated, and then the causes of damages of this building were considered.
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Yutaka OSAWA, Hiroyuki AOYAMA, Masaru ITO
Article type: Article
1970Volume 168 Pages
23-29,107
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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TAKASHIGE HATTORI, KAZUO OHNO, TAKUJI SHIBATA
Article type: Article
1970Volume 168 Pages
31-39,107
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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Three series of tests on reinforced concrete columns were carried out with regard to the damage to reinforced concrete structures due to the Tokachi-oki Earthquake, 1968. In these tests the following items were preliminarily investigated; i) the eflects upon ductility of columns due to eccentricity of wall girders with regard to the axes of centroid of columns, ii) apprehensions of under-estimation of resisting capacity of columns for bending when one compares the bending resistance with the shear resistance for the purpose of providing the ductility of columns, iii) Shear resistance behaviors of columns of frame-works under repeated alternating lateral forces. The test results are compared with actual failing feature of columns damaged by the Tokachi-oki Earthquake. Some problems on shear failure of columns are pointed out, which should be further investigated ; especially we are interested in the relations between bond collapse and shear failure.
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HOKATO EGAMI
Article type: Article
1970Volume 168 Pages
41-49,107
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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In the previous paper, the author reported the theory of the Chain Construction with Elastic Joints from the results of the experimental study on the Sandwich Curtain Wall. It was shown that theory could be applied to the wall with close approximation in its vertical direction. In the another paper, as the results of the experimental study on deflection on the Chain Plate with Elastic Joints composed of isotropic plates and elastic joints, it was shown that practical analysis of that is very handy and the error of which obtained by this way are few. The present paper deals with an approximate solution in the Simply Suported Chain Plate with Elastic Joints, by the Relaxation Method.
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Gengo MATSUI, Toshio OKOSHI
Article type: Article
1970Volume 168 Pages
51-57,107
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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HISASHI TANAKA, YUNG CHUAN LIN
Article type: Article
1970Volume 168 Pages
59-67,108
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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Continued from the statical analysis in the previous transactions, the kinematical analysis will be presented in this paper.
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NOBUYOSHI HISAMITSU, SUGURU SAKAMOTO
Article type: Article
1970Volume 168 Pages
69-76,108
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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It is not desirable that yielding due to shear force occurs in the beam-to-column connections below the flexural yield load in pipe columns. A calculation shows that "shear yielding" will often occur prior to yielding by flexure. Such yielding may cause large deformations of the frame. This paper is conserned with the study into the reinforcement of connections fabricated of steel pipe columns and H-shape beams. The specimens, having various reinforcements and different dimension in steel pipes and stiffening plates, were tested. The most efficient reinforcement was found to be the doublar stiffening plates, Fig.4(c). The stress and deformation of the so reinforced connections can be predicted by the ordinary beam theory. An equation was obtained to determine the desirable thickness of stiflening plates, Eq.(10).
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TOSHIRO SUZUKI, TETSURO ONO
Article type: Article
1970Volume 168 Pages
77-84,108
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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This paper is an experimental study of the inelastic steel beam under uniform morment. We know that it is useful to brace the inelastic steel beam in plastic design. But, the behavior after lateral-torsional buckling has not been explained. Then in this paper, in order to obtain the support space-versuse-the rotation capacity relationship and the influence of side span under moment gradient, we try to experiment. We experimented eleven test pieces; these test pieces have different length of span, various numbers of span and different moment distribution. We note the outline of experiments, and the result of C-2 type which show typical behavior. Further, we express the results of each type. In general, the beam under uniform moment collapes bv lateral-torsional buckling. But, the beam that is braced sufficiently closely to allow attainment M_p holds constants moment after lateral-torsional buckling untill the local buckling occures on the compression flange. The comparison between test results and the theoretical result of M.G. Lay are shown in Fig. 19. From the results, we know that equation (1-2) is usefull within the limit of the apprication of simple plastic design theory. And, from the experimental results, the value of the effectiv length factor, k, may be taken as 0.52<k<0.56, however, if the side spans are also under full plastic moment, k should be taken as 0.82<k<0.84.
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MORIAKI HIROHARA, SHUMPEI TAKEMOTO, TETSUO MATSUBARA
Article type: Article
1970Volume 168 Pages
85-92,109
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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This paper describes the variety of white collar's behaivior on their family and private life, according to their own time. The results are as follows. (1) The kinds of behavior in the home grows from dinining of itself and includes televiewing, bathing and reading according to their own time grows longer. (2) The main behaivior of family life varies from nothing to breakfast, dinner and televiewing in proportion with their own time. (3) The dinner, which is necessary for the family life, is usually caused to the abnormal form, because of long time labour of their husbands. (4) The televiewing is also the main part of family life namely home circle. (5) Usually the private life is not published on the white collar's class. The reading time is very short.
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KOHSEI OKADA, KATSUYUKI YOSHIDA, SHIRO KASHIHARA
Article type: Article
1970Volume 168 Pages
93-100,109
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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In this paper, we report such results of time studies about shopping centers and facilities for recreations, parking places, railway stations, hospitais and facilities of university. 1. At shopping centers, the ratio of concentration of customers in 60 min is about 15〜16%. Here, the ratio of concentration is proportion of number of persons entering (or leaving) in 60 min to total accumlation in one day. 2. At facilities for recreations, the ratio of concentration in 60 min is about 28%. 3. At parking places, the ratio of concentration in 60 min is about 13〜14%. 4. At underground railway stations, the ratio of concentration in 60 min is about 25%. 5. At hospitals, the ratio of concentration of patients in 30 min is about 20〜26%. 6. At facilities of university, the ratio of concentration of persons entering campus in 60 min is about 26〜37%. The ratio of concentration of cars entering campus in 60 min is about 16〜17%. The ratio of concentration of persons entering dining hall, library, shopping services, and book stores is about 22〜40%.
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[in Japanese]
Article type: Article
1970Volume 168 Pages
101-
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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[in Japanese], [in Japanese]
Article type: Article
1970Volume 168 Pages
102-103
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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Article type: Appendix
1970Volume 168 Pages
107-
Published: February 28, 1970
Released on J-STAGE: August 22, 2017
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Article type: Appendix
1970Volume 168 Pages
109-
Published: February 28, 1970
Released on J-STAGE: September 20, 2017
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