Transactions of the Architectural Institute of Japan

[title in Japanese]

Article type: Cover
1967 Volume 133 Pages Cover1-
Published: March 30, 1967
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.133.0_Cover1

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[title in Japanese]

Article type: Cover
1967 Volume 133 Pages Cover2-
Published: March 30, 1967
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.133.0_Cover2

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[title in Japanese]

Article type: Appendix
1967 Volume 133 Pages App1-
Published: March 30, 1967
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.133.0_App1

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[title in Japanese]

Article type: Index
1967 Volume 133 Pages Toc1-
Published: March 30, 1967
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.133.0_Toc1

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STUDIES ON BEAMS SUBJECT TO BENDING MOMENT AND SHEARING FORCE (Part 2)

YOSHITSURA YOKOO, MINORU WAKABAYASHI, YASUYOSHI SUENAGA

Article type: Article
1967 Volume 133 Pages 1-7,45
Published: March 30, 1967
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.133.0_1

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The Shearing members of steel concrete and composite structure have been almost structure consist of latticed steel. However, recently according to development of welding process filled type steel members, welded members of plate, beam, column constructed with all welded structure, and H-shape steel, are going to be applied economically. The purposes of this study are to investigate phenomena of failure on shearing registance of filled type steel-concrete used H-shape steel, furthermore, relation of thickness of steel web, to first diagonal cracks, and ultimate shearing strength, and consider increasing of ultimate strength, and the tenacity to deformation until failure.

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THE SPECTRUM OF WIND PRESSURE FLUCTUATIONS ON STRUCTURES IN WIND

HATSUO ISHIZAKI, CHANGGOO HUH

Article type: Article
1967 Volume 133 Pages 8-12,45
Published: March 30, 1967
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.133.0_8

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The wind pressure fluctuations on structures are very complicated because wind is disturbed by structures and wind itself changes its direction and velocity, so it is not easy to know their nature clearly. In order to get imformations of wind load on structures, it measured that wind pressure fluctuations on walls and roofs of an existing house, then from the test data the power spectra of wind pressure fluctuations are computed. The measurements are carried out against the seasonal wind at Shionomisaki Wind Effect Labolatory of Kyoto Univ. on Feb. 23rd and Mar. 17th in 1963. Refference wind velocity is 5 m/sec to 18 m/sec at the point 10 m high above the ground level. There is on open field on the windward side of the house. The results show that the power spectra on the windward walls are similar to that of refference wind having no peak value at any period of pressure fluctuations. On the other hand it will be noted that the peak values are observed in the case of those on roofs or eaves at the period of 0.2sec to 0.3sec, which shows that on roofs or eaves vortices break out periodically and that the pressure fluctuations there are affected mainly by the house form more than the turbulence of natural wind. The period of 0.2sec to 0.3sec at which the power spectra take peak values, is expected to be shorter when the refference wind speed becomes faster.

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THE EXPERIMENTAL STUDY OF THE ELASTO-PLASTIC BEHAVIOR OF HIGH-TENSILE-BOLTED FRICTION JOINTS AND OF BEAMS WITH SUCH JOINTS (Part 2) : Cyclic Loading Tests on Beam Joints

HISASHI HOKUGO, ATSUHIDE HASHIMOTO

Article type: Article
1967 Volume 133 Pages 13-17,45-46
Published: March 30, 1967
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.133.0_13

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The authors reported on the experimental results of this thema under repeated pure bending in Part-1 (No.128 Oct. 1966). And this report concerns two test executed afterwards under different condition : under pure shear and under bending and shear. Some of the result are as following; 1) Under pure shear : The load deflection curves are nearly the same as that for the joint-less beam till the first major slip and show very limited deformation at each slip. The major slip occurs at the web splices. But the deformation is very small as long as the flange splices are securely connected, and there is ample reserve capacity beyond the first major slip. The clamping force in the web bolts tends to decrease with increasing load similarly in the flange bolts under pure bending. 2) Under bending and shear (i. e. General condition) : The rigidity of high-tensile-bolt-jointed beams is very high and is almost the same as a joint-less beam. The strength of the joints may be defined by the load at the first major slip, and it may be occured at the flanges by bending stress. The clamping force in the bolts tends to decrease with increasing load, that of the flanges by bending and of the webs by shear. The load of first major slip tends to declease with repetition of loading. This phenomena is recognized at the cas of both pure. bending and pure shear.

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RESEARCH ON THE ELAST-PLASTIC ANALYSIS OF STEEL SECTION SUBJECTED TO ALTERNATIVE LOAD (Part 5)

HIROTO HAGURA

Article type: Article
1967 Volume 133 Pages 18-24,46
Published: March 30, 1967
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.133.0_18

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In this paper, author analyzed rectanguler section subjected to constant bending moment and alternative axial forces, using the method descrived in the preceding paper (See part 1-4). Cases when the axial forces were unloaded at the elasto-plastic state (2), an incremental collapse phenomenon will occure, causing gradual increasing of bending curvature. As mentioned above, author propose "A hypothesis of Shake-Down Load", in cases of symmetrical sections subjected alternative loads. Then, in order to determine the differences due to the loading sequence, author analyzed the following cases; 12.1 Proportional loads. 12.2 Cases when bending moment is applied after the application of axial forces. 12.3 Cases when axial forces are applied after the application of bending moment, when the bending is within the elastic range. 12.4 Cases when axial forces are applied after the application of a bending moment, when the bending is in elasto-plastic range. The same results are obtained for 12.1, 12.2 and 12.3, but the results for 12.4 do not show correspondence because elasto-plastic antecedents are aplied by bendings.

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STUDY ON THE LIMITATION OF WIDTH-THICKNESS RATIO IN PLASTIC HINGES (5)

HISASHI TANAKA, KOHICHI TAKANASHI

Article type: Article
1967 Volume 133 Pages 25-30,46
Published: March 30, 1967
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.133.0_25

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It is widely known that the results of plastic buckling tests of plates are well correlated by a simple total or deformation theory, but not by an incremental or flow theory which is theoretically, experimentally recognized to be valid. Onat and Drucker, however, demonstrated in a simple example that extremely small, and therefore unavoidable imperfections of shape do account for the paradox. In previous authors' papers, there are discussed uniqueness and stability in elastic-plstic plates; in the case of the long rectangular plate hinged along one edge and free on the other under uniform compressive stress at the ends, it was examined how much the imperfection influence the stability limit. At the standpoint of Plastic Design, however, the initiation of excessive deformation or deflection of plates has to be offered attention rather than the stability limit. Therefore we have to discuss load-deflection behaviors of plates at the presence of initial deflections. The load-deflction behavior can be obtained by solving a rate problem which takes account of the geometry changes in step by step procedure. In this paper, the whole curves of load versus deflection of a solid plate under the above mentioned boundary and loading conditions are shown, and then a large amount of discrepancy between the theoretical plastic buckling load and the load corresponding to the initiation of excessive deflection is revealed.

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ON NEGATIVE SKIN FRICTION ACTING ON AN END-BEARING PILE

YOSHITSURA YOKOO, KUNIO YAMAGATA, HIROAKI NAGAOKA

Article type: Article
1967 Volume 133 Pages 31-37,47
Published: March 30, 1967
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.133.0_31

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Negative skin friction acting on an elastic pile which, penetrating through a clay layer, reaches a rigid ground are studied in this report. It is assumed that at some depth a settlement of a pile is equal to that of a ground when skin friction is in the elastic state. When skin friction is in the plastic state, it is assumed that skin friction is equal to its strength and a relative displacement between the pile and the ground occurs. From these conditions two integral equations are obtained, and conditions which these equations must satisfy are studied. On negative skin friction which acts on a rigid pile and on an elastic pile in the case of a uniformly distributed load on the surface of a ground, two examples are computed numerically. Distributions of negative skin friction, axial force of the pile, earth pressure acting on the surface of the pile, and settlement of the ground are shown and their characteristics are studied.

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A STUDY CONCERNING PLANNING OF UNIVERSITY FACILITIES

KIYOSHI KAWASAKI, TSUYOSHI SASADA

Article type: Article
1967 Volume 133 Pages 38-43,47
Published: March 30, 1967
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.133.0_38

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This report, being separated two parts, discuss on the planning context for space factor of university facilities. In part one, we analyse the relationship between facilities and space factors, by the preparation of correlation coeffiient, in which facilities are treated by each group of faculty. In part two, facilities are devided into room units and we use same method. Then we add psychology and try the staging of limitness, too. We get such results as follows; (1) We found many differences among characters of university, for example, number of faculties, process of set up etc.. However, if the selection of space factor is suitable, we are able to decide floor space without the effects of characteristic differences. In this analysis the suitable space factor is number of students. (2) By the analysis of part two, the suitable space factor for seminary is furnitures or summation of furniture and person, and for laboratory is furnitures, and for lecture room is full number. Regression lines are as follows; Y : 3.57 X-8.93 (γ=0.912) Y : floor space for seminary (sq. meters) X : space for furnitures (sq. meters) Y=3.12 X-8.06 (γ=0.907) Y : floor space for seminary (sq. meters) X : space for furnitures and peasons (sq. meters) Y=3.33 X-2.63 (γ=0.974) Y : floor space for laboratory (sq. meters) X : space for furnitures (sq. meters) Y=3.57 X-2.64 (γ=0.999) X : floor space for class room (sq. meters) X : full number (person) (3) By the analysis added the method of staging of limitness, if we call the ratio of floor space of seminary and space for furnitures and persons as occupancy ratio, we successed in classification of occupancy ratio by the stage of limitness. The regression line of suitable stage of limitness is shown as follows; Y=3.70 X-8.30 (γ=0.889) Y : floor space for seminary (sq. meters) X : space for furnitures and persons (sq. meters)

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[title in Japanese]

Article type: Bibliography
1967 Volume 133 Pages 44-
Published: March 30, 1967
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.133.0_44

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[title in Japanese]

Article type: Bibliography
1967 Volume 133 Pages 46-
Published: March 30, 1967
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.133.0_46

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[title in Japanese]

Article type: Appendix
1967 Volume 133 Pages 48-
Published: March 30, 1967
Released on J-STAGE: August 22, 2017

DOIhttps://doi.org/10.3130/aijsaxx.133.0_48

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