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131 巻
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原稿種別: 表紙
1967 年131 巻 p. Cover1-
発行日: 1967/01/30
公開日: 2017/08/22
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原稿種別: 表紙
1967 年131 巻 p. Cover2-
発行日: 1967/01/30
公開日: 2017/08/22
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原稿種別: 付録等
1967 年131 巻 p. i-
発行日: 1967/01/30
公開日: 2017/08/22
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原稿種別: 付録等
1967 年131 巻 p. i-
発行日: 1967/01/30
公開日: 2017/08/22
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原稿種別: 目次
1967 年131 巻 p. Toc1-
発行日: 1967/01/30
公開日: 2017/08/22
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六車 熙, 森田 司郎, 富田 幸次郎原稿種別: 本文
1967 年131 巻 p. 1-8,63
発行日: 1967/01/30
公開日: 2017/08/22
ジャーナル フリーCharacteristics of bond between steel and concrete was discussed in this paper. The main purpose of this study is to establish the way how to derive the bond stress distribution along the reinforcing steel embedded in concrete under a arbitrary condition. The analytical methods developed here are based on the relationships between bond stress (τ) and the relative movement of steel to surrounding concrete (s), which were obtained empirically. Two test methods was adopted independently to obtain the τ-s relationship. The developed theory was applied to the case of embedded rod test specimens where a reinforcing bar was em bedded in a sufficiently long and big concrete prism and the load was introduced by pulling the both ends of the bar. The test results of embedded rod tests and the analytical solution applied to them were compared and it was shown that the developed theory was quite reasonable in the case where deformed bars were used and gave us a tool to appreciate the problems of bond.抄録全体を表示PDF形式でダウンロード (1195K) -
坪井 善勝, 末永 保美, 重信 恒雄原稿種別: 本文
1967 年131 巻 p. 9-17,63
発行日: 1967/01/30
公開日: 2017/08/22
ジャーナル フリーWe have made experimental studies on ultimate strength and rigidity of unit main wall in reinforced concrete shear-wall structure, that is subjected by combined stress M. N. Q : and studies on effective width of wall to be right-angled to that is subjected by moment.抄録全体を表示PDF形式でダウンロード (1480K) -
中村 作太郎原稿種別: 本文
1967 年131 巻 p. 18-23,63-64
発行日: 1967/01/30
公開日: 2017/08/22
ジャーナル フリーThis paper is written regarding the fact that the present writer loaded concentrically by use of an Amaler type compression tester on the centre of nine models (span length, about 1≒80cm)-five through Warren truss models (the panel points welded, riveted, bolted and pinned), two deck Warren truss models (the panelpoints welded and pinned) and two deck Pratt truss models (the panel points welded and pinned). It is also concerned with the fact that he measured by use of strain-meters and dialgauges stress and deflection within the limits of buckling or elastic failure of the models and explained the influences of the deformation of the truss and rigidity of its panel points by comparing with the theoretical values. At the same time, he observed and cleared up the phenomenon of elastic failure or buckling by gradually creasing a concentrated load into a breaking one, and from the results of the comparative study of the theoretical and experimental values he pointed out that the assumption of the old calculating theory is not suitable in a certain case and closely investigated the right assumption in the calculating theory of the truss. With scrupulous care he made a comparative study of the experimental and theoretical values concerning the influence of the secondary stress intensity and such like.抄録全体を表示PDF形式でダウンロード (1072K) -
山本 鎮男原稿種別: 本文
1967 年131 巻 p. 24-33,64
発行日: 1967/01/30
公開日: 2017/08/22
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岡田 光正原稿種別: 本文
1967 年131 巻 p. 34-39,64
発行日: 1967/01/30
公開日: 2017/08/22
ジャーナル フリーThe work recorded in this paper is a continuation of the study of previous report. The general principle of preceding paper was applied to cases with rush hour, seasonable fluctuation and upper trend of demand. As a result of study, it was proved that a simple formula was reduced on these cases in the same manner to the case with stochastic fluctuation of demand. The formula shows that the optimum scale of facilities is such a scale that ratio of cost and profit per unit scale, or ratio of cost and loss per unit scale is equal to the ratio of overflowing time. This ratio is concerned with the mean waiting time on the model with queueing, which we can graphically calculate without difficulty. The second part of this report is the case study of the type of facilities in wich number of users has upper trend of demand. The result obtained from application of our general principle indicates that the optimum stage of the demand which should be object of planning has no relations with the time series pattern of demand. In usualy cases, it seems that the optimum stage of demand is that of a few years late, even when life of the facilities is considerably long. This is the effect of interest of invested capital. Accordingly, it is concluded that the optimum scale of building facilities is determined by ratio of cost and profit or cost and loss per unit scale.抄録全体を表示PDF形式でダウンロード (909K) -
島田 良一原稿種別: 本文
1967 年131 巻 p. 40-49,64-65
発行日: 1967/01/30
公開日: 2017/08/22
ジャーナル フリーIn spite of some methodological problems, we can get some result by applying principal component analysis to time-series data. By calculating the latent root and latent vector of the corelation matrix or of the variance-covariance matrix of variable vector X (Xi : Estimated costs classified by type of dwellings and industries), X can be transfered to a new set of variable U (Ui is a linear combination of X by coefficient β i which is the ith latent vector). We can analyse the transition of building activity pattern by U rather, in some sense, Keenly than by the raw data. The most part of the variation of multivariant X can be explained by a smaller number of variable U, and X can be aproximately reconstructed by a smaller number of variable U. By inner products of vector β in different periods, we can examine the continuity of variations. The direction of the first principal component U_1 is rather stable and closely concerned with the total level of building activities, including time-series trend, building trade cycle and seasonal variations. The second and the other components are comparatively unstable and modifies the pattern explained by the first component. The second expresses a very recent and sudden phenomenon and the third is rather continuous. The forth is the most connected with seasonal variations. Generally, the results are abstract and difficult to be explained in concrete terms of economics, but we can get many implications from them.抄録全体を表示PDF形式でダウンロード (1366K) -
林野 全孝原稿種別: 本文
1967 年131 巻 p. 50-56,65
発行日: 1967/01/30
公開日: 2017/08/22
ジャーナル フリーThe present center of Tondabayashi city in Osaka prefecture is a "Jinai-cho", (town developed in the compound of a temple) planned about four hundred years ago. The old streets are regularly lined with houses and there remains a drainage system in good condition. Along this streets there remains many old private houses (what is called "Machiya"). The oldest one dates back to about the middle of 17th century. Here the process of architectural transition has been clearly shown by these extant examples from the middle of 17th century to the end of 19th century. The characteristics of thse private houses (Machiya) are, in spite of being in the town, very similar to those of farm houses near in this district, for example in point of construction method and planning. Judging from the old manuscript written in the beginning of 17th century, it is conjectured that Tondabayashi, at the beginning, was the town where farm houses gathered together. I think that Tondabayashi is one of the rare cases that we could make clear the process of architectural development of town houses (Machiya). In addition to that, there remains many ancient manuscripts since the middle ages.抄録全体を表示PDF形式でダウンロード (1377K) -
浜島 正士原稿種別: 本文
1967 年131 巻 p. 57-62,65
発行日: 1967/01/30
公開日: 2017/08/22
ジャーナル フリーIn Japanese architecture of the middle age, the corner-post is longer than the other. And so the bend occures on Kashiranuki, it reaches Gangyo through Tokyo, consequently Gangyo is bent. At Kaijusanji-Tower the straight bent of Kashiranuki starts from the center-point of interior-post, but the bend of Gangyo starts from the end of Makito. It shows that the bend of Gangyo is made regardless of Tokyo. And at corner-Tokyo, height of Waku-Hijiki of 45 degree enlarges at the end. From that reason the slope of Gangyo is steeper than Kashiranuki. In case of Tesakigumi-Tokyo; From the last age of Heian to the eary of Kamakura the way of Kaijusanji is used generally, for example Tchijoji-Tower Ishiyamadera-Tower Toshodaiji-koro, etc. From the middle age of Kamakura on ward accordingly enlargement of its section and transformation of Sane-Hijiki, also the bend of Gangyo changes, and so it starts from the center-point of interior-post in the same case as Kashiranuki. So that at interior-Tokyu Sane-Hijiki bends on the center, or the outside of Makito is taller than the inside. That is to say, the bend of Gangyo is made in process that Tokyo is constructed. For example Ishiteji-Tower Myooin-Tower Jotokuji-Entuden, etc. In Muromachi age, at corner-Tokyo instead of the way of Kaijiusanji, the end of Tori-Hijiki is bent horizontally. For that, the slope of Gangyo is able to eque Kashiranuki. In case of Mitudogumi-Tokyo; The bend of Gangyo starts straight from the center-point of interior-post, and its slope is Gangyo starts straight from the center-point of interior-post, and its slope is equel Kashiranuki.抄録全体を表示PDF形式でダウンロード (1026K) -
原稿種別: 付録等
1967 年131 巻 p. 66-
発行日: 1967/01/30
公開日: 2017/08/22
ジャーナル フリーPDF形式でダウンロード (20K)
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