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- Journal of Structural and Construction Engineering (Transactions of AIJ)
- Transactions of the Architectural Institute of Japan Summaries of Technical Papers
Volume 172
Displaying 1-14 of 14 articles from this issue
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Article type: Cover
1970Volume 172 Pages Cover1-
Published: June 30, 1970
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSDownload PDF (43K) -
Article type: Cover
1970Volume 172 Pages Cover2-
Published: June 30, 1970
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSDownload PDF (43K) -
Article type: Index
1970Volume 172 Pages Toc1-
Published: June 30, 1970
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSDownload PDF (38K) -
Article type: Appendix
1970Volume 172 Pages App1-
Published: June 30, 1970
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSDownload PDF (21K) -
HIROSHI MUGURUMA, SHIGEKI KISHIMOTOArticle type: Article
1970Volume 172 Pages 1-6,75
Published: June 30, 1970
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSIn the reinforced concrete flexural member, the stress distribution over the cracked section becomes unstable just after occuring the flexural crack and the resistant moment decreases temporarily until reaching the stable state. Especially, in a case of extremely smaller amount of tensil reinforcement as well as the use of reinforcement having extremely weak yield strength in comparison with the concrete strength, the flexural failure moment is mathematically smaller than the initial cracking moment and as a result the member suddenly fails in flexure just as the applied load reaches the initial cracking strength. Of course, such a sudden flexural failure should be avoided in the design. In this paper, from such concept the minimum amount or the minimum yielding strength of the tensile reinforcement is discussed theoretically in correspondence to the variable combinations of steel yielding strength and concrete compressive strength.View full abstractDownload PDF (723K) -
REIICHIRO FUKUDAArticle type: Article
1970Volume 172 Pages 7-10,75
Published: June 30, 1970
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSThe phenomena of dehydration will be observed when direct electric current is charged to concrete between electric poles. The amount of dehydration V can be obtained from the theoretical equation of Helmholtz and R. Smoulchovski, and is proportional to electric voltage, as follows : V=EDζQ/4πηL The movement of electric voltage can be obtained from linear partial differential equation of second order, and the time-dependent variation of the amount of dehydration can be obtained therefrom. The theoretical value thus obtained correspond well with experimental value. This paper intends to explain the theoretical analysis of dehydration in details. Finally, general consideration for all the other's paper thus far reported will be described.View full abstractDownload PDF (521K) -
FUKUJIRO FURUMURAArticle type: Article
1970Volume 172 Pages 11-18,75-76
Published: June 30, 1970
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSVarious experiments were attempted on the stress-strain relationship in compression of concrete at high temperatures in many countries in the past. But results by these experiments are not suffisient, since accuracy of extensometers designed for these experiments were not complete. Author designed the special extensometer for high temperatures and could record sufficiently perfect stress-strain curves in the 0 to 700℃ temperature range. In this paper, the theoretical and experimental investigation for principal and accuracy of this extensometer is explained. This extensometer and testing assembly were shown in Fig. 1 to 5. Tipical force deformation curve records were shown in Fig. 6 to 8. This extensometer is very exact and far better than other extensometers such as marten's extensometer, wire strain gage and so on. As the tensil strength of concrete is very small than compressive strength, concrete specimens may be broken due to thermal stress, when they are heated rapidly, so that care must be taken to heat concrete specimens. Theoretical and experimental investigation to heat concrete specimens homogeniously and without spoilling was done, and proper heating procedure was established.View full abstractDownload PDF (1614K) -
HATSUO ISHIZAKI, YOICHI HORIEArticle type: Article
1970Volume 172 Pages 19-25,76
Published: June 30, 1970
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSRegarding the strength of a sheet of flat glass suffering a wind pressure, several studies have been reported and some practical formulas of strength calculation based on experiments have been proposed. However, the deflection and stress of a sheet of flat glass under such condition have not been know compretely. We practised a test and attemped the analysis of the results, aiming to clarify the above points and to obtain a more reasonable formula to calculate the strength and deflection of a sheet of flat glass under a wind pressure. The fracture tests were performed by an air pressure on sheet glass of 3, 5 and 6 millimeter thickness for the size of 1 meter, as well as polished plate glass of 5, 6, 8, 10, 12 and 15 millimeter thickness for the sizes of 1 meter square and 2 meter square for each of the thickness. In this paper, we discussed the relation between the load and the deflection as the load and the strain for a square sheet of flat glass, on the basis of the test results. According to the test results, the behavior of a sheet of flat glass can, when it suffers a load, be explained by assuming that not only a bending force but also a membrane force is effective.View full abstractDownload PDF (809K) -
S. KOBAYASHI, M. YOSHIDA, S. USAMIArticle type: Article
1970Volume 172 Pages 27-32,76
Published: June 30, 1970
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSWith the advent of high-rise buildings and modern techniques of construction, the prefabrication process by use of precast concrete panels and metal curtain walls of large size has been developed to save the labor cost and curtail the construction period. Such being the case, though the wind loading of the load suspended by the crane has not so far been incorporated into the design process of the crane and the users are in the habit of deciding on the maximum instantaneous wind velocity available for the crane in use at the construction site, the wind loading has become so large due to the strong wind at the high working site and the increase in the surface area of the precast concrete panel exposed to the wind that an accident might occur at any time in a gusty weather. In the natural wind, there are some turbulence and gustiness, which causes the suspended load displace in response to wind fluctuations. This is the reason why the suspended loads in the natural wind are subjected to greater resistance than in a uniform flow of the same mean velocity. Therefore, it is the purpose of this paper not only to make a theoretical as well as experimental research into the phenomena and confirm the validity of the buffeting theory by Prof. A. G. Davenport, but also to discuss the proper manipulation of the crane.View full abstractDownload PDF (774K) -
TAKESHI CHISYAKIArticle type: Article
1970Volume 172 Pages 33-38,76-77
Published: June 30, 1970
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSWhile it is necessary for the design of a flat slab to determine the buckling load of it, there are only a few investigations reported so far on its approximate analysis. In this paper, the analysis of one-way backling of flat slab, which is simply supported at the boundaries and at the given intermediate points, is reported. To derive the condition for buckling of flat slab, the fundamental differential equation of thin plate is resolved by the use of trigonometric series. And some examples of one-way buckling of flat slabs are illustrated, in which it may be found that a flat slab is more unstable in buckling than a continuous plate.View full abstractDownload PDF (802K) -
PETER F. ADAMS, MASAAKI SUKOArticle type: Article
1970Volume 172 Pages 39-46,77
Published: June 30, 1970
Released on J-STAGE: August 22, 2017
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KUNIO MATSUURA, YOSHIHIRO FURUEArticle type: Article
1970Volume 172 Pages 47-54,77
Published: June 30, 1970
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSDownload PDF (1005K) -
MASAJI HAMASHIMAArticle type: Article
1970Volume 172 Pages 55-65,77
Published: June 30, 1970
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESS1. About TOKYO of the storyed tower, the construction of MITESAKI-style is completed at the end of ancient, but measured unity is completed in mediaeval ages. KARAYO (ZEN-style) is used besides traditional WAYO in the middle of mediaval ages, and there is few pure KARAYO but many KARAYO that is combind WAYO, because tower is the most traditional building and span decrease in proportion to upper storeis. 2. The scale of TOKYO's member (DAITO, HIJIKI, MAKITO etc.) are proportionate the tower's span generally, but the rafter is not so, till ROKUSHIGAKE-system is completed. DAITO of the tower is larger than other buildings, but MAKITO, HIJIKI and the rafter are equal scale, because they are connected with ROKUSHIGAKE-system. In case of KARAYO also there are many KARAYO that has the proportion of WAYO. 3. TOKYOGUMI is set on the basis of HIJIKI-length that using an integer, and MAKITO-interval is not equal with TESAKI-extension at ancient. In mediaeval ages TOKYOGUMI is set on the basis of SHIWARI-system and so MAKITO-interval is equal with TESAKI-extension. At the storyed tower as ROKUSHIGAKE-system is completed lately as SHIWARI-system in comparison with other buildings. The measure of TOKYO's member decrease in proportion to upper stories generally, but the rate of decrease is less than span, and they are equal over all stories except DAITO in the end of mediaeval ages. Also TOKYOGUMI of KARAYO is set on the basis of SHIWARI-system or parcentage fit for it, and that is set many supposing ROKUSHIGAKE-system in case of OGIDARUKI. I think there is fundamentally consideration of WAYO in KARAYO.View full abstractDownload PDF (1357K) -
SHIGEKATSU ONOGIArticle type: Article
1970Volume 172 Pages 67-74,77
Published: June 30, 1970
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSJ. Conder (1852〜1920) made an examination of the spesimens of bricks in September 1882 and asked J. Chambers (Engineer to the Rail-way Bureau) to test the specimens of Portoland cement in October of the same year for the plan of the Audience Chambers in the Imperial Palace. In the present paper, J. Conders' testing and his opinion and the other testing by the engineers of the Bureau of Imperial Palace Construction are described.View full abstractDownload PDF (1531K)
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