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211 巻
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原稿種別: 表紙
1973 年 211 巻 p. Cover1-
発行日: 1973/09/30
公開日: 2017/08/22
ジャーナル フリーPDF形式でダウンロード (36K) -
原稿種別: 表紙
1973 年 211 巻 p. Cover2-
発行日: 1973/09/30
公開日: 2017/08/22
ジャーナル フリーPDF形式でダウンロード (36K) -
原稿種別: 目次
1973 年 211 巻 p. Toc1-
発行日: 1973/09/30
公開日: 2017/08/22
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原稿種別: 付録等
1973 年 211 巻 p. App1-
発行日: 1973/09/30
公開日: 2017/08/22
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吉田 嘉郎, 木下 豊弘原稿種別: 本文
1973 年 211 巻 p. 1-6,57
発行日: 1973/09/30
公開日: 2017/08/22
ジャーナル フリーIn the processing area of the materials for architecture, recently, the processing of the materials for that object using the high speed liquid jet stream has been become the topic of the talk. This processing is a new method of ones using the high speed liquid jet of which velocity is about several times of sonic one in the air and by using this liquid jet, we can process the materials, namely make the relatively small holes, cut, make fracture and so on in those materials. Especially in the rock processing, this processing is for the formation of relatively smaller ditches and for the impulsive fracture of massive rock by means of high speed liquid slug. So in this report, for the purpose of clarifying the basic characteristics of this processing, we mention the principle of this processing, outline of this experimental processing device and results of application to the practical architectural rock materials.抄録全体を表示PDF形式でダウンロード (991K) -
磯畑 脩原稿種別: 本文
1973 年 211 巻 p. 7-14,58
発行日: 1973/09/30
公開日: 2017/08/22
ジャーナル フリーAn orthotropic elasto-plastic material in which elastic modulus and Poisson's ratio may be defined based on those of uniaxial stress-strain characteristics is assumed for the concrete. Three-dimensional stress-strain relationship matrix [D_<ep>] is derived from that of the anisotropic elastic body and expressed in the form; [D_<ep>]=[A_p]^T{[D]+[H_p]}[A_p] Where [D] is the stress-strain relationship matrix of the homogineous elastic body. [A_p] and [H_p] are related to the changes of elastic tangent modulus and Poisson's ratio respectively. The element stiffness matrix may be obtained by using [D_<ep>] instead of [D]. As an application of this method to the axisymmetric body, ultimate pressure analysis of the prestressed concrete pressure vessel is described by using the technic of elastic stress analysis by the F.E.M.. In the numerical procedure of the computor program, it is assumed that when a principal tensile strain exceeds the critical tensile strain and tensile stress remains in the same direction, the element is able to crack and stresses on the crack are released. When a compressive strain exceeds the critical compressive strain the element stiffness is treated to fail completely. The numerical results are discussed with the 1/40th scale model test results, and it is assured that the method is valid to consider the behaviors of the PCPV beyond the elastic range.抄録全体を表示PDF形式でダウンロード (806K) -
徳広 育夫原稿種別: 本文
1973 年 211 巻 p. 15-26,58
発行日: 1973/09/30
公開日: 2017/08/22
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内田 一義原稿種別: 本文
1973 年 211 巻 p. 27-35,58
発行日: 1973/09/30
公開日: 2017/08/22
ジャーナル フリーIn 1966 the author found through the dynamic response analysis that tall reinforced concrete chimneys designed by the Japanese seismic code are very strong in their bottom portion but extremely weak in their upper portion. Then in order to renew this absurdity, the author tried to establish a tentative proposal of the earthquake resistant design method on which effect of the dynamic behavior is reflected. Namely, such parameters as chimney heights, chimney proportions, foundation conditions, damping assumptions and earthquake waves are selected for investigating the vibration characteristics of tall chimneys by means of the direct earthquake response analysis. Thus, a tentative method for manual calculation of dynamic earthquake forces acting on chimneys is proposed on the basis of the analyzed vibration characteristics. The main formulas recommended in this paper are as follows : 1) Determination of chimney proportion 2) First natural period 3) Coefficients of both base shear and base overturning moment 4) Distribution of both shear and bending moment along chimney height抄録全体を表示PDF形式でダウンロード (899K) -
土田 充義原稿種別: 本文
1973 年 211 巻 p. 37-43,59
発行日: 1973/09/30
公開日: 2017/08/22
ジャーナル フリーThe main shrine was reconstructed by Mr. Yoshimi Ouchi from A.D. 1419 to A.D. 1422. I researched verious sources to determine the plan and the elevation of the main shrine in Oei-year period. The entrance of the God is, however, in the side of the main shrine. The God is enshrined in the inner part and the outer part of the main shrine, as the result of the restoration of the main shrine. The God's seat in the inner part of the main shrine is 10.20 feet in length and 8.16 feet in width and in the outer part is 6.08 feet in length and 4.16 feet in width. The outer part of the main shrine was not afterward added to the inner part, but was built with the inner part from the very first. My paper on the architectural aspects of this shrine consists of these three parts. 1. Introduction 2. The main shrine in Oei-year period. 2.1 the restorated plan 2.2 the restoration of the God's seat 2.3 the restorated elevation 3. Consideration Oyamada-monjo抄録全体を表示PDF形式でダウンロード (1149K) -
岩楯 保原稿種別: 本文
1973 年 211 巻 p. 45-55,60
発行日: 1973/09/30
公開日: 2017/08/22
ジャーナル フリー(1) The Diameter of Column at the Buddist halls of 3 bays has a group of sumples that have the closest correlation between a middle bay towards front. We can see the relation, φ-a middle bay (Length), as a closer correlation (tendency of streight line) in the Muromachi period than the Kamakura period. The relational ratio at group of sumples is as a next. A……φ中_<out>=0.09×the length of middle bay B……φ中_<out>=0.11×the length of middle bay Generally speaking, the Buddist halls of A are located in the west from Kinki distruct, also the Buddist halls of B are located in the East from Kinki district. (2) At the Buddist halls of 5 bays, we can not find a group of sumples that have a proportional relation as strictly speaking, but as approximate value, we can find the group of sumpls that are a close correlation φ out-bays. ie, φ_<out>=0.12×Length 3rd bay towards deep. φ_<in>=0.14×the length of middle bay towards front. and speaking from these ratio, as the above mentiond, 0.12 is the same value to the shomei. We shall be unable to find a principle to location of temples. (3) In the Buddist halls 3 or 5 bays, we have a close correlation between φ out & φ in in the case of all sumples, including into a street line belt. Where the ratio is as next. φ_<in>=1.2×φ中_<out>……the Buddist Halls of 3-bays. φ_<in>=1.1×φ_<out>……the Buddist Hall of 5 bays. and we can take the same value to the ratio of Shomei in the Buddist halls of 3 bays. (4) The relation at φ_<in, out>-Diameter of Kashiranuki in the case of using all sumpls and including streight line belt, we can find a closer correlation and a proportional system. These ratio is H of Kashiranuki≒0.8×φ中_<out>……3 bays hall H of Kashiranuki≒0.7×φ_<out>……5 bays hall. and H=0.7×φ_<out> is the same value to ratio of shomei. In the relation of B (Breadth of Kashiranuki)-φ, Both 3 and 5 bays hall have a closer correlation between φ'_<in> than φ_<out>. These ratio is next B(Breadth)≒0.35×φ_<in>……3 bays hall B≒0.40×φ_<in>……5 bays hall.抄録全体を表示PDF形式でダウンロード (1514K)
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