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Volume 141
Displaying 1-12 of 12 articles from this issue
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Article type: Cover
1967Volume 141 Pages Cover1-
Published: November 30, 1967
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSDownload PDF (41K) -
Article type: Cover
1967Volume 141 Pages Cover2-
Published: November 30, 1967
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSDownload PDF (41K) -
Article type: Index
1967Volume 141 Pages Toc1-
Published: November 30, 1967
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSDownload PDF (41K) -
YOSHIO KASAIArticle type: Article
1967Volume 141 Pages 1-10,67
Published: November 30, 1967
Released on J-STAGE: August 22, 2017
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TSUNEO IWASHITAArticle type: Article
1967Volume 141 Pages 11-18,67
Published: November 30, 1967
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSIn this paper, a step by step calculation method is presented, which is applied to pursue the process that a reinforced concrete structure approaches to failure gradually. This method is a finite element method and the assumptions taken into the analysis are as follows : (1) The reinforcement is a bar bearing only the axial force, and being arranged among the nodes at the four corners of a concrete model element. The stress-strain curve of the bar is expressed as the elastoplastic relationship in tension and compression. (2) The rectangular truss element with two diagonal members, that is the same in the Lattice Analogy, is used for the no cracked concrete element, and after a crack occurred the orthogonal aeolotropic plate element is used. In this case, the crack occurres when the maximum principal stress at the center of the element is over a limit value. In compression, tri-liniear the yield is caused on the minimum principal stress, and the stress-strain characteristics is expressed as a liniear-quadratic type. Therefore, the concrete and the bar are bonded together perfectly, until a crack is detected in the concrete element. In order to demonstrate the accuracy obtainable by this method based on those assumptions, five examples are selected. As the results, it is proved that the solutions obtained with those model agree fairly well with the experimental test results.View full abstractDownload PDF (1027K) -
YOSHIO OTUKIArticle type: Article
1967Volume 141 Pages 19-27,67
Published: November 30, 1967
Released on J-STAGE: August 22, 2017
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MINORU YAMADA, KIYOSHI SHIRAKAWAArticle type: Article
1967Volume 141 Pages 29-35,68
Published: November 30, 1967
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSIn the foregoing paper the authors discussed on the relationships between bendingmoment and curvature or bendingmoment and deflection of wide flange steel columns subjected to constant axial load in elasto-plastic range. There were proposed models for analysis to simplify the treatment and shown their accuracy by the comparison with test results. The analytical studies are extended here in this paper to the elasto-plastic behaviours of wide flange steel columns subjected to alternately repeated loading with constant curvature amplitude. The influences of axial compression radio n=N/N_y or of curvature amplitude upon the bendingmoment-curvature relation-ships are shown in Figs. 14, 15 and 16. Following the increase of number of cycles, the width of hysterisis loop becomes narrower, the resisting moment becomes higher and then the hysterisis loop approaches gradually its final stabil state (in certain cases it becomes straight line……extended elastic state). Such a process and limiting conditions become clear. Following the increase of number of repetition of alternate loading there occures the accumulation of axial strains and these processes are shown in Figs. 17, 18 and 19. There exists a certain limit of accumulation, which are mainly determined by axial compression ratio, the higher the axial compression the higher becomes the limit of accumulation.View full abstractDownload PDF (725K) -
Yoshikatsu TSUBOI, Yasuyoshi SUENAGA, [in Japanese]Article type: Article
1967Volume 141 Pages 37-43,68
Published: November 30, 1967
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSThings that length of pile is over 60 times pile diameter in Design Standard of Building Foundation Structure reduce allowable bearing force of pile only % value which is leaved 60 from value which is pile length divided by a pile diameter. On steel piles, however, we use value which is substituted above mentioned 60 for 120. It is the present condition that the standard in case of Reinforsed Concrete (RC) pile is applied to Prestressed Concrete (PC) pile, too. According to the intention to prove this Standard, the base which established L/D=60 or 120 is very fragile. Only the reasoning is differences of stiffness of joint parts and pile materials between two kinds of piles. So, this two points, i. e. we aim at stiffness of joint parts and pile materials, we performed comparative experiments and theoretical consideration among RC, PC and Steel pipe (SP) and we investigated handling to be changed or not to PC pile. To three specimens of RC, PC and SP pile, we elect things that are nearly equal to their permanent allowable bearing force, and the outside diameter of RC pile made 400mm, of PC pile did 300mm and of SP pile did 318.5mm. Loading was, at the start, added to the extent of given axial stress and next, bending moment by means of two points loading was did.View full abstractDownload PDF (907K) -
TAKEO KOJIMA, MASAYASU UKAI, YASUO NISHI, SHUNTARO HIGAArticle type: Article
1967Volume 141 Pages 45-51,68
Published: November 30, 1967
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSThis paper reports some formulae for computing the direct daylight factors which are attributable to those particular parts of the sky which are seen through the windows of different shapes and represented here in some fundamental forms. The brightness of the sky is so distributed that B(θ)=(1+2sinθ)/3, where B (θ) is the brightness, B_z is the brightness at zenith, and θ is the altitude of that part of the sky where the brigthtness equals B (θ). Some examples of computation by these formulae are given, and the results are compared with those that are obtained on the assumption that the brightness is distributed uniformly all over the sky. In order to simplify the computation, the writers are planning to report on the computation charts of these formulae in another paper.View full abstractDownload PDF (745K) -
NORIO NAGAIArticle type: Article
1967Volume 141 Pages 53-59,69
Published: November 30, 1967
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSKisen Shusho, who was in the post of Onryo-shiki that administered personnel affairs of the priests of the five head Zen temples (Government Zen temples) in the Muromachi era, left in his diary a detail description on the construction of his personal dormitory called Shosen-ken, which he built in the ground of the Uncho-in temple of the Shokokuji to which he belonged. This paper reports the form of the construction of the private villa according to this diary. Summary is as follows : (1) Method of the construction was devided into two processes, main work and fitting work; it can be supposed for a fair certainty that main work was contracted by an artisan and the fitting work was managed according to the detail directions of the constructor. (2) Fundamentally the ordinary organization of carpenters consisted mainly of blood relation of master carpenter and occationally added those of non-blood relation and good artisans. Besides those, this describes some of his consideration on each dormitory in the Uncho-in temple and systems of carpenter of the Shokoku-ji temple as well.View full abstractDownload PDF (1160K) -
KAZUO NISHIArticle type: Article
1967Volume 141 Pages 61-66,69
Published: November 30, 1967
Released on J-STAGE: August 22, 2017
JOURNAL FREE ACCESSThe Ministry of Finance in Edo-era (from the beginning of 17C to the middle of 19C) was named "Kanjo-kata". It was the auditorial government office in "Edo-Shogunate". The Shogunate Government made a data book for the audit of construction cost and it was used not only by auditorial government official but also by carpenter, mason, painter, and blaksmith, etc. In that office, it was "Katte-kata", "Ukagai-kata" and "Chomen-kata", that took charge of audit of building construction. "Chomen-kata" was a bookkeeper and there were many species of accunt book, for example, "Iriyo-cho", "Tsuki-cho" and "Kanjo-cho". On the other hand, the Ministry of Construction was "Sakuji-kata" and "Kobushin-kata". These two officees submitted a bill to "Kanjo-kata" and demanded payment from it. In relation to the estimation for building, the Minister of Construction ("Sakuji-bugyo") and "Kobushin-bugyo" the Minister of Finance ("Kanjo-bugyo"), these three officials were the responsible person in "Edo-Shogunate."View full abstractDownload PDF (966K) -
Article type: Appendix
1967Volume 141 Pages App1-
Published: November 30, 1967
Released on J-STAGE: August 22, 2017
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