日本建築学会論文報告集

表紙

原稿種別: 表紙
1973 年 208 巻 p. Cover1-
発行日: 1973/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.208.0_Cover1

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目次

原稿種別: 表紙
1973 年 208 巻 p. Cover2-
発行日: 1973/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.208.0_Cover2

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CONTENTS

原稿種別: 目次
1973 年 208 巻 p. Toc1-
発行日: 1973/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.208.0_Toc1

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奥付

原稿種別: 付録等
1973 年 208 巻 p. App1-
発行日: 1973/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.208.0_App1

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超高 RC 造煙突の振動実験

武藤清, 内田一義, 太田外気晴

原稿種別: 本文
1973 年 208 巻 p. 1-6,85
発行日: 1973/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.208.0_1

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This paper describes both vibration tests and a simulation analysis of tall reinforced concrete chimneys designed on the basis of the dynamic earthquake resistant design. Tested are five chimneys which are 80, 90, 100, 120 and 130 meters in height. Regarding their foundations, two of them stand directly on the ground, while three of them are supported by piles. The tests were conducted by using a rope and the MIK system. Namely, the first mode of each chimney was measured by a few people pulling a rope connected at the top of chimney. Other modes from the second to the fourth or fifth order were measured by means of the MIK system. Thus, such vibration characteristics as natural periods, natural modes, damping factors, and phase differences were derived from the test results. Furthermore, Young's modulus of reinforced concrete, swaying and rocking spring constants of foundation, aad soil effective mass were obtained through the simulation analysis with respect to one of the chimneys. The main conclusions derived from the tests and analysis are as follows : (1) The tested Young's modulus of reinforced concrete is around 1.4 times of the design value 210t/cm^2. (2) For each chimney, the swaying movement at the foundation is hardly seen, but the rocking movement is found to be 10% of the total displacement at the top of chimney. (3) Even in higher modes, the damping factors of each chimney do not increase, but are 1〜2% in all modes. (4) The soil effective mass is computed to be 3 times of the mass of base mat.

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端モーメントと等分布荷重を受ける鉄骨H形はりの弾性横座屈に対する数値解析

若林実, 中村武

原稿種別: 本文
1973 年 208 巻 p. 7-13,85
発行日: 1973/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.208.0_7

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It is reasonable to design H-shaped steel beams in consideration of lateral buckling behavior. In this report, it is performed to calculate numerically the elastic lateral buckling strength of simply supported H-shaped steel beams subjected to end moments and uniformly distributed load, by means of finite difference method. Analyses are composed of two parts. The one is for non-restraint beams and the other is for the beams of which lateral deflections along their upper flanges are perfectly prevented taking the effect of the slab into consideration. In the case of the non-restraint beams lateral buckling strength is very much affected by their section properties. When uniformly distributed load does not exist, a value for modification factor for lateral buckling load is obtained which is similar to the results obtained by other researchers. In the case of the restraint beams, design formula is proposed for JIS type H-shaped beams.

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圧縮材の支点の補剛に関する研究 : (その2) 矩形断面材に関する実験的研究

松井千秋, 松村弘道

原稿種別: 本文
1973 年 208 巻 p. 15-21,86
発行日: 1973/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.208.0_15

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An experiment was carried out to investigate the elastic-plastic behavior of a pinned-end axially compressed member which was laterally supported at midspan by an elastic spring (Figs. 1(a), 1(b) and Table 1). The following conclusions are obtained by the considerations on the basis of the experimental results, confirming the ones in the previous paper (part 1) to be true. For a member with the eccentricity of load e=i/20+2L/500, 1. The compressive force P of a member is able to attain to Jezek's strength P_cr in the region of the bracing stiffness ratio k>1.0. 2. The valure of the bracing force F_cr corresponding to Jezek's strength P_cr does not exceed 2% of P_cr in the region of k>2.0. 3. The maximum valure of the bracing force F_max corresponding to the maximum compressive force P_max tends to converge the valure of 2% of P_max in the region of k≧3.0. For a member with e=0. 4. The strength of a member does not rather attain to the buckling load of a centrally loaded bar, even if the bracing stiffness ratio k is in the region of k>1.0. 5. The valure of the bracing force F corresponding to the compressive force P is less than 1% of P in the region of any magnitude of P.

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不同沈下におよぼす建物の剛性等の影響について : (第4報) 実用解法の提案と計算例

芳賀保夫

原稿種別: 本文
1973 年 208 巻 p. 23-29,86
発行日: 1973/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.208.0_23

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This paper describes a practical solution to the problems of structural rigidity in calculating settlement. The observation results and theoretical results by model structure are generally in fair agreement. A flowchart for practical solution is proposed in this paper.

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コストデザインシステムによるコストプランニング効果について : 部分別費目による確認の可能性とシステムの開発例

黒田隆, 矢作和久, 中坂正幸, 常川友志

原稿種別: 本文
1973 年 208 巻 p. 31-42,87
発行日: 1973/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.208.0_31

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Gist of report The confirmation according to the building cost is most frequently needed for various objects related to the performance in use, the execution system in productivity and so on, and the visual field to be aimed at tends to be widened more and more. Concerning a certain building under project, there is a necessity to be highly considered by grasping the cost for each purpose and expressing and transferring it for the judgment about the performance of the building in use and the appropriateness of the design results. Nevertheless, the conventional survey and estimation were not always enough to accomplish several kinds of objects for the confirmation of the building effect needed, moreover, in case of expressing for each object, the burden of operation was enormous. In order to raise the freedom of cost planning in compliance with the actual circumstances of a building, it was confirmed that, by performing a plurality of classifications of expressions for each object by the survey and estimation and by ordering the design of each individual project through the date processing, and hence this fact is reported here together with such a system. Contents 1. Technique of cost design 2. Cost item according to building element 3. System for cost design 4. Design and its effects

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電話局のコスト計画における概算法の試み : その3・予測コストの補正

西沢博, 目黒昭彦

原稿種別: 本文
1973 年 208 巻 p. 43-46,87
発行日: 1973/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.208.0_43

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Roughly speaking, the factors for revision of cost estimation in each design stage are difference of year, district and increase of floor space in the process switching over design stages. A building cost (substituted labour and material cost by the local standard subdivided cost)/the cost (by the Tokyo standard) is closely aligned in each district in spite of its kind of construction. Perhaps, it is due to the Principle wherein peaks cancel each other working among subdivided costs through the whole cost of each construction. Increase of the floor space, which is ordered during the early stage, caused up to the schematic design stage from the early stage, is unpredictable quantitatively, but any increase in the process to detail design stage from the schematic design stage is small and predictable.

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鎌倉時代寺院建築における寸法関係について (その4) : 和様建築における寸法比例の研究 (実測数値による統計学的研究 No.9)

岩楯保

原稿種別: 本文
1973 年 208 巻 p. 47-55,88
発行日: 1973/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.208.0_47

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Conclusion. (1) The H (height) of Kirimenageshi has a group of sumple with a proportional correlation to φ (The Diameter of column surrunding aisle). We can not find up a rule to the position of the Buddist temples. (2) In the relation of B (Breath of Kirimenageshi) to φ (Diameter φ of Column), We find out a proportional correlation to 2 Groups of sumples. (3) The relation of the B to H of Kirimenageshi has not a correlation. (4) In the scutter plan with all sumples of the relation between H, B of Nuki and φ, B to H (Breath and Height of Nuki), We are divided by groups into A, B and C, and each Group of sumples has a proportional correlation. The location of sumples with proportional correlation is Nara and The cost of the Inland Sea of Seto. (5) In the relation with the length of each bay to building Area, We can find out a closely related with a central span towards front. In the Kamakura period. The central span has the closest relation with the Diameter of column (φ) surrunding Aisle. (6) A h (height) and B (Breath) of ragter of the Buddist temples has a close relation with φ (Diameter of column surrunding aisle) and the sumples (Buddist temples with a correlation) is located in Nara.

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塔の軒について

浜島正士

原稿種別: 本文
1973 年 208 巻 p. 57-68,88
発行日: 1973/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.208.0_57

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1. The eaves-depth at first storey is equivalent to 1.0-1.3 of a half span. The more it is long, the more tower's appearance is beautiful. Anciently the eaves-depth at all storeys mostly decrease in proportion to upper, but later they are identical mostly. 2. The eaves-curve at first storey is equivalent to 1/20-1/30 of the eaves-length, or to 1.5-2.0 of KAYAOI-length. Anciently the evese-curve at all storeys mostly decrease in proportion to upper, but later thay are identical mostly. 3. Anciently the eaves-depth set on the base of span on center, but later of SHIWARI on corner. Anciently GANGYO, KIOI and KAYAOI form individal curves, but later form parallel curves. 4. Thus the advancement of eaves's technique standardize each parts, and depthe and curve of all storeys are identical. As the result rational construction of the parts is attached importance, and sensual harmony of the whole is ignored.

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中井家文書の研究 : I. 作事関係文書の構成 2. 帳簿類

平井聖

原稿種別: 本文
1973 年 208 巻 p. 69-76,89
発行日: 1973/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.208.0_69

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This paper is the study on the classification of documents about building royal palaces in Edo period, kept by Nakai family. Three steps are made in this classification, then several sections in each step. The classification of documents is tabulated as follows : -[table]

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法華堂について : 平安浄土教建築についての序論・その3

清水擴

原稿種別: 本文
1973 年 208 巻 p. 77-83,89
発行日: 1973/06/30
公開日: 2017/08/22

DOIhttps://doi.org/10.3130/aijsaxx.208.0_77

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The Hokkedo has not been thought to belong to Jodokyo architecture. But people had to repent of their sins in order to go to Jodo. The Hokkedo was very closely related to the Jodokyo since it was a place for penance. Goshirakawa, the retired emperor, seems to have been the first to use the Hokkedo as one's mausoleum. He gave different functions to Hokkedo and Sembodo, which had been originally the same thing; the former, as one's mausoleum, the latter, as a place for penance. The reason for this was due to his enthusiastic belief in the Hokkekyo, while he did not give credence to the dogma of the Jodokyo.

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