日本建築学会構造系論文報告集

表紙

原稿種別: 表紙
1986 年 368 巻 p. Cover1-
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_Cover1

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目次

原稿種別: 表紙
1986 年 368 巻 p. Cover2-
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_Cover2

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CONTENTS

原稿種別: 目次
1986 年 368 巻 p. Toc1-
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_Toc1

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<内容区分と表示について>

原稿種別: 付録等
1986 年 368 巻 p. App1-
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_App1

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奥付

原稿種別: 付録等
1986 年 368 巻 p. App2-
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_App2

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建築生産システムの研究 : 建築生産システムの高度化手法

瀬尾文彰, 松本信二, 前田利民, 位寄和久

原稿種別: 本文
1986 年 368 巻 p. 1-10
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_1

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The authors propose following procedure of the technical development for building production. (1) Describe the actual building production system. (2) Produce the building production system model which shows the structure of function. (3) Generate alternatives for all functions in the system model. (4) Appraise the alternatives. This paper describes on the method of (1), (2) and (3). The functions in production systems are the alteration functions from a state (input) to another state (output). Therefor the structure of functions can be easily gotten from the description of the actual building production system. Figure 3.5, 4.1 and 4.3 are the examples of the system models. The authors also propose a matrix from for generating alternatives after producing the system models. Table 4.1 and 4.2 are the examples of matrixes for generating alternatives. Using these matrixes, many kinds of alternatives for every functions can be generated without any omissions.

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コンクリートの破壊力学に関する研究 : その1 破壊過程域の損傷解析

岸谷孝一, 村上聖, 平居孝之

原稿種別: 本文
1986 年 368 巻 p. 11-17
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_11

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Since the localization and concentration of damage gives rise to the tensile fracture of concrete, the applicability of cohesive force model is noticed for the study on fracture mechanics of concrete. Then it requires further investigations for setting up the constitutive relation in the local fracture process zone. In this study a numerical analysis using an equivalent Dugdale model as giving the same J-integral value for any constitutive relation in which the cohesive force is introduced as a function of crack opening displacement was suggested and the fracture toughness of concrete was indirectly estimated by means of its reverse solution.

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相関を持つ性能関数の同時破壊確率 : その2.3次解

高橋利恵, 寺田貞一

原稿種別: 本文
1986 年 368 巻 p. 18-26
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_18

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有限要素法による平面張力場解析 : 剛性変化法を用いた一解析手法

西村敏雄, 登坂宣好, 本間俊雄

原稿種別: 本文
1986 年 368 巻 p. 27-36
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_27

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The object of this paper is to make sure of availability for the numerical approximate procedure developed in our privious paper and to show the characteristics of the plane tension field using two models of simple plane configuration. The manipulation of elastic coeffcients is of important on the procedure because it is based on finite element techniques with variable stiffness. Therefore, this manipulation is elucidated to the case of not only isotropic materials but also anisotropic in detail. The procedure is then applied to the case of (1) a flat rectangular sheet subject to shear and tension in various directions and (2) a flat rectangular sheet subject to a force in one direction. The obtained numerical results are compared with the analytical solutions existing studies of the classical theory and numerical results that depend on another procedures using finite element techniques. Numerical results are favorably consistent with theorical values.

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根巻き補強鋼柱脚の力学的性状に関する研究 : その1 曲げモーメントとせん断力が作用する場合

鈴木豊朗, 中島茂壽

原稿種別: 本文
1986 年 368 巻 p. 37-48
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_37

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In order to clarify the mechanical characteristics of the steel column bases consolidated with RC stub, the column base models of H shape cross section were tested under alternating horizontal load. The main parameters involved in the tests were the height and covering depth of RC stub, the ratios of reinforcing bar (main bar and shear reinforcing bar), and use or unuse of stud dowel. Some observations from the test results are as follows : 1) The hysteretic behavior of the steel columns consolidated with RC stub at the column bases show the hysteretic loops of slipped shape after yield of shear reinforcing bars, and this phenomenon is more remarkable as decreasing the ratio of shear reinforcing bar. 2) The use of the top-reinforcing bar and hoop together is efficient to increase the composit effect of column bases consolidated with RC short stub. 3) The stud dowels should be used with top-reinforcing bars to secure the ductility of the column bases consolidated with RC stub. 4) The ultimate strength of the column bases can be estimated by considering the load carrying mechanism shown in Fig. 12 with the cumulative theory proposed in this paper. 5) In the modes of failure, it was recognized that the failure of the column bases consolidated with RC stub are induced by shearing action when the height of RC stub is below 3 D (D : depth of a steel column) ; to expect the composit effect of the column bases, it is important to reinforce appropriately for shearing failure.

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SL処理くいの鉛直載荷試験におけるスリップレイヤーの変位特性

中澤瑤子, 山肩邦男

原稿種別: 本文
1986 年 368 巻 p. 49-56
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_49

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On the vertical loading tests of SL piles, the behavier of shear stress of bitumen τ_<SL> are observed as follows. τ_<SL> is increasing when the top load is added and is decreasing while the top load is holding constant. The measurement values of the stiffness modulus of bitumen S_<LT> on the loading test are different from the general stiffness modulus S in Fig. 1 which is the values under the condition of constant stress or constant speed of deformation. The results of the experimentation which shear stress is moving step by step increasingly of decreasingly are indicated in Fig. 8 to Fig. 12. The measurement values are nearly equal to the calcurated values in the range of τ_<SL><_yτ_<SL>. The stiffness modulus of the vertical loading test are explained by the modulus S_c on the composition of increasing and decreasing step loads which are indicated in (7) and (9) equations.

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等価線形FEMの適用に関する考察 : 体積変化の顕著な場合ならびに軸対称構造が非軸対称荷重を受ける場合について

内藤幸雄

原稿種別: 本文
1986 年 368 巻 p. 57-67
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_57

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The purpose of this paper is to indicate the applicability of the Equivalent Linear Method in Finite Element Technique in the following two cases. 1) Volume change exists as well as distortion. 2) Axisymmetric body or structure under unaxisymmetric load. The contents of this paper can be summarized as follows. 1) Calculation of rigidity and damping ratio by the Equivalent Linear Method using shear strain is shown to be reasonable under conditions where volume increases or decreases and distortion is present. Iwan's model is utilized for this purpose. 2) A method of analysis is proposed by the axisymmetric Finite Element Technique when axisymmetric structures or solids of revolution are deformed by unaxisymmetric load to become partly plastic. By this technique, a typical value of the strain on an axisymmetric element is determined using strain energy due to distortion. 3) Results from the above method are compared with those of the shaking table test of a coal silo model, and shown to be accurate enough for practical purposes.

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塑性設計された鋼構造骨組の弾塑性クリープ熱変形挙動

古村福次郎, 右田健児, 安部武雄, 岡部猛, 金和中

原稿種別: 本文
1986 年 368 巻 p. 68-77
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_68

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In order to get information about thermal deformation behavior of steel frames for the fire safety design, 7-story plastic designed frames are investigated numerically under a uniformly distributed temperature history of heated members. After some improvements to include the mechanical model of steel at high temperature and the condensation technique to perform the big frame simulation economically, the method of finite element elasto-plastic creep analysis in Ref. 4) is used for calculation of eighteen frame examples. Summarizing the results of analysis ; (1) The heated beam members whose sectional dimensions are decided for only the gravity load condition at the room temperature, begin to deflect large at about 550℃, and some of them collapse. (2) The heated inside column members in a 3-span frame which are designed for only the gravity load begin to collapse as a single member at about 540℃, therefore they have a tendency to cause the global frame collapse at high temperature. (3) In the case of the aseismic designed frames except for the 7th story, the large deflection due to the gravity load is not observed. But the heads of outside columns in the 3-span frames are pushed laterally about 7 cm due to the thermal elongation of heated beams, and outside beam members are deformed anti-symmetrically by the moment force of other members. And the increase of column strength makes the axial force and the deflection of heated beams become larger.

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SI単位の換算率表

原稿種別: 付録等
1986 年 368 巻 p. App3-
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_App3

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裏表紙

原稿種別: 表紙
1986 年 368 巻 p. Cover3-
発行日: 1986/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.368.0_Cover3

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