Transactions of the Architectural Institute of Japan

[title in Japanese]

Article type: Cover
1963 Volume 82 Pages Cover1-
Published: 1963
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.82.0_Cover1

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[title in Japanese]

Article type: Cover
1963 Volume 82 Pages Cover2-
Published: 1963
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.82.0_Cover2

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[title in Japanese]

Article type: Appendix
1963 Volume 82 Pages App1-
Published: 1963
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.82.0_App1

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EXPERIMENTAL STUDY OF REINFORCED FOAM CONCRETE MEMBERS : Part 1, Study on Beams

ETSURO SUZUKI, SHIRO YAJIMA

Article type: Article
1963 Volume 82 Pages 1-6
Published: 1963
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.82.0_1

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For a method of lesser in weight of building structures, we used foamed concrete which consists with light weight aggregates and foaming material of a resin emulsion, and its relative weight is approximately 1.2. We applied the above materials to general reinforced structural member instead of normal concrete. By all means, we proved that the foregoing foamed aggregate concrete is servicable. This is the part of studying report for strength of structural beam which we had experimented at project. The experiment consists of two kinds of test, one is bending and the other is shearing. For bending test, a simply supported beam placed under the repeated load, and cantilever beam connected to a column is under the non repeated load. For shearing test, several kinds of cantilever beams connected to column are used and which are as follow; the one having no reinforced, reinforced with stirrup bars, reinforced with rattice bars and reinforced with both of stirrup and rattice bars. In each cases, uniformely distributed forces are placed on to the farthest point of individual test pieces, which distanced from center of column. As the result of foregoing tests, analysis has made for the crack, stiffness and resistance to ultimated bearing load and etc. to the subjected members. As the conclusion, the test proved that reinforced foamed concrete memder has almost similar behaviour of normal reinforced concrete member, considering the foamed concrete itself has the nature of the lesser weakness in strength, lower in Young's modulus and several factors which are obtained by the experiment.

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DESIGN AND ANALYSIS OF DOMES COMPOSED OF CONNECTED UNIFORM ISOSCELES TRIANGLES : Experimental Analysis under Uniform Vertical Load

ARINOKU MINOWA, ISSAO FUNAHASHI, [in Japanese], NOBUO YAMAGUCHI

Article type: Article
1963 Volume 82 Pages 7-11
Published: 1963
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.82.0_7

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In the previous report subtitled "Organization of Domes and Theoretical Analysis under Uniform Vertical Load", we made sure of possibility of composing the domes with connecting of the uniform isosceles triangles and we found that the axial force and displacement were not so large as we could not design the frames economically by theoretical analysis. In this report, we report the experimental results of model octagon dome by loading test under uniform vertical load, by which we found we could put confidence in the theoretical results and these domes were safe under uniform vertical load. We could make certain of possibility of these domes by the previous theoretical analysis and this experimental analysis.

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THE SOLUTION OF THE STATICALLY DETERMINATE SPACED TRUSSED SHELL BY DIFFERENCE EQUATION : An Analysis of Spaced Trusses by Difference Equation, No.3

HAJIME UMEMURA, ETSURO SUZUKI, HIROSHI KITAMURA, MIZUO YAMADA

Article type: Article
1963 Volume 82 Pages 12-17
Published: 1963
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.82.0_12

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In the preceding theses, reference was made to the study of the statically determinate spaced folded truss by Difference Equation, but this time it is devoted primarily to the study regarding the solution and its results by calculation on the statically determinate spaced trussed shell, which is composed of cylindrical trussed members having triangular frames of two kinds. The prevailing methods of computing shell by Difference Equation are often made by converting differential equation to a form of difference with simplified calculation method. The method which has been developed by us takes different approach. An analysis has been made at first to obtain correlation between external force and stress of each trussed cord by choosing the stress of spaced trussed cords as unknown quantities and then establishing the condition of eqnilibrium at every intersecting points of the trussed members thereof. After the correlations between external force and stress are known, the solution are derived from these equational correlations in a form of difference by conversion. To confirm the result of the equation, calculations have been made to several examples, establishing various boundry conditions, and the stress resultants were found to be relatively small. From this, a finding of study is that this spaced trussed shell can be designed practically and it can also be used as the frame economically. It must, however, be emphasized, in conclusion, that a careful consideration should be given when deciding the form of the spaced truss, because concentration of stress occurs in a certain boundry condition.

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BEARING CAPACITY OF VARIOUS POST-TENSIONED ANCHORAGE SYSTEMS : Part 2. Tests on B.B.R.V. and Abe Anchorage Systems

SHIZUO BAN, HIROSHI MUFURUMA, SHIRO MORITA, SHIN OKAMOTO

Article type: Article
1963 Volume 82 Pages 18-22
Published: 1963
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.82.0_18

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As mensioned in the previous report, the series of direct tension test is being carried out on various anchorage systems for the purpose of obtaining the basic data for standardizing the testing method and for specifying the bearing capacity requirement on post-tensioned anchorage systems for practical use. In this report, the direct tensioned and sustained loading test, results on B.B.R.V. anchorage for 13-φ 5mm cables and Abe anchorage for φ24mm strands were discussed and also summarizing the results of this test series, some suggestion on the testing method for bearing capacity on post-tensioned anchorage systems were proposed. The B.B.R.V. anchorage, here tested, is one of those anchorages using cold-formed rivet head at the ends of the wires of cable and being anchored by nut and stressing washer. In Abe anchorage, a strand is anchored in the same way as B.B.R.V. system using threaded cast-steal pipe which is called socket. However, the ends of the wires are buried with zinc. On the both anchorage, the direct tensile failing and sustained loading tests were carried out bearing the nut of the anchorage against the bearing plate of the Amsler type testing machine. The test results showed both of them have sufficient anchorage capacity until some wires of the cable or the strand failed in tension. The apparant average failure load was over 95% of the specified tensile strength of the cable or the strand. In the tests, the sinking of the head of the wires into the washer on B.B.R.V. anchorage and the sinking of the buried zinc into the socket on Abe anchorage was recognized. But these sinking did not affect the failure of the anchorage. From the test results, here mensioned, following remarks must be made. In B.B.R.V. anchorage, the length of the each wire of the cable differ with each other and so is the stress of it. For this reason, it is desirable that the quantity of washer bearing the head of the wires is not so hard that the head can not sink into it to average the stress of them. In Abe anchorage, much attension must be paid for controling the temperature of the buried zinc not to injury the wires.

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EXPERIMENTAL STUDY ON FULL-SCALE STEEL-REINFORCED CONCRETE BEAM-TO-COLUMN CONNECTIONS

TAKEO NAKA, TSUTOMU KATO, MAKOTO YUASA, ATSUO TANAKA

Article type: Article
1963 Volume 82 Pages 23-28
Published: 1963
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.82.0_23

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This is the report of the experiment on full-scale beam-to-column connections. The furpose of this experiment are 1) to investigate the effect of horizontal stiffeners of beam-to-column connection in steel frame, which work very effectively in the case of bare steel structures, 2) to examine the deformation capacity of the connection in the plastic range, which is very important in case of plastic design or dynamic analysis of structures. Therefore we performed this experiment, using two specimens. One is with stiffners and the other is without stiffeners. The resnlts are summarized as follows. 1. The horizontal stiffeners in steel frame have no inflnence upon the strength and the rigidity of the steel-reinforced concrete beam-to-column connection, if the concreta is well filled up. 2. These specimens have good ductility. The ultimate ductility factor (which means the ratio of ultimate deflection of the structure to that of elastic limit.) are 8.1 (with sliffeners) and 7.7 (without stiffeners).

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ON THE FULL SIZED MODEL TEST OF TRANSMISSION TOWER, DESTROYED BY A TYPHOON : Part. 2, Static loading test

HATSUO ISHIZAKI, AKIRA ISHIDA, SUMIO KAWAMURA

Article type: Article
1963 Volume 82 Pages 29-33
Published: 1963
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.82.0_29

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The stress distributions of the member, the deflections of typical points of the full sized model of a transmission tower which was damaged and overturned by the typhoon-ISEWAN on 26 Sept. 159 were measured by loading test. The applied loads were equal to the actual dead load by angle effect of line tensions, the dead weight of tower. and the wind pressure on the wires and the tower. The tests were made by two cases (a) and (b). In the test (a), the wind direction was assumed to be normal to the transmission line, and the loading was limited in elastic range alone, and in the test (b), the wind direction was assumed to be inclined as 45° to the line, and the loading was applied up to the failure. The ultimate load reached up to 2.2 times of the desingn load, and this load was equivalent to the wind pressure due to its velocity 70m/sec when the reduction factor of the velocity pressure on wires was assumed as 0.6 to that on the tower itself. The actual wind velocity at the site to the destroyed tower was supposed to be about 65m/sec from some investigations. The collapse is considered to be caused by the dynamic effect of the wind together with the static wind pressure.

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THE STUDY OF THE SALE AND RECEPTION ROOMS OF THE KAITAKUSHI (I)

AKIHISA ENDO

Article type: Article
1963 Volume 82 Pages 34-39
Published: 1963
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.82.0_34

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The building of the Sale and Reception Rooms of the KAITAKUSHI (Hokkaido Colonization Board) was completed in 1880 by the design of J. Conder who was Professor at the Imperial Collage of Engineering. The magnificient architecture was the typical Japanese modern one which was confused Europeanized in the biginning of Meiji Era and took the highest cost among the buildings of the KAITAKUSHI. After the abolishment of the KAITAKUSHI system this was diverted to the building of Nippon Ginko (the Bank of Japan) at the time of the establishment and therefore remains in the history of the Japanese banking. As the result of the Big Kanto Earthquake Disaster this building does not exist. The records on this building are scarcely revealed as well as the others in the same age. The aim of this study is to explain the concrete figure of this architecture by investigating the records which Hokkaido Prefectural Government stores up. The results obtained in the present paper are summarized below. 1) This architecture was built as the structure of the produce exchange which was the annex of the KAITAKUSHI Tokyo Substation. 2) This was built at the site stretched over from No.21 Kitashinboricho, Nihonbashi to No.1 3-chome, Hakozakicho, Nihonbashi which was the center of the economic works of the KAITAKUSHI in Tokyo. 3) Hitherto it has been conclusively opinioned that this was commenced in September 1878 (11, Meiji) and completed in June 1880. But it is proposed that commenced in June 1878 and completed in January 1881.

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[title in Japanese]

[in Japanese]

Article type: Article
1963 Volume 82 Pages 40-44
Published: 1963
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.82.0_40

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[title in Japanese]

Article type: Index
1963 Volume 82 Pages 45-
Published: 1963
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.82.0_45_1

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[title in Japanese]

Article type: Index
1963 Volume 82 Pages 45-
Published: 1963
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.82.0_45_2

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[title in Japanese]

Article type: Bibliography
1963 Volume 82 Pages 46-48
Published: 1963
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.82.0_46

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