日本建築学会構造系論文報告集

表紙

原稿種別: 表紙
1988 年 391 巻 p. Cover1-
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_Cover1

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目次

原稿種別: 表紙
1988 年 391 巻 p. Cover2-
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_Cover2

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CONTENTS

原稿種別: 目次
1988 年 391 巻 p. Toc1-
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_Toc1

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「日本建築学会構造系論文報告集ならびに日本建築学会計画系論文報告集」論文募集

原稿種別: 付録等
1988 年 391 巻 p. App1-
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_App1

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奥付

原稿種別: 付録等
1988 年 391 巻 p. App2-
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_App2

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多軸応力を受ける乾燥コンクリートの熱膨張とクリープ

岡島達雄, 河辺伸二, 大岸佐吉, 岩下恒雄

原稿種別: 本文
1988 年 391 巻 p. 1-9
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_1

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The purpose of this study is to obtain the thermal expansion of plain concrete under multi-axial constant stress conditions. The conclusion is the following ; The thermal expansion of concrete between 20℃ and 100℃, under constant compressive stress including biaxial loading in which maximum compressive stress is below the one third of strength, can be concluded to be equal to that without external load. Within the limit of this experiment, the strain of concrete under constant compressive stress and under high temperature, can be obtained as the sum of elastic deformation caused by external forces and by the thermal expansion without external load. The thermal expansion of concrete between 20℃ and 100℃, under multi-axial constant compressive stress in which maximum compressive stress is beyond the one third strength, is smaller than free expansion. The strain of concrete can be obtained as the sum of elastic deformation, free thermal expansion and creep strain. The creep strain of concrete at any temperature can be obtained by using "Time Temperature Equivalence Principle".

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ひびわれの生じたコンクリート壁からの各種気体の漏洩に関する研究

鈴木敏郎, 滝口克己, 井出豊, 堀田久人

原稿種別: 本文
1988 年 391 巻 p. 10-18
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_10

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The leakage rate of gas through a crack of the concrete wall can be formulated by the folowing equations. f=W^3・(P^2_1-P^2_2)/(2・ρ_0・P_0・Q^2・T) f=a^^-(W)・(12・μ/ρ_0)/Q+ b(W) f=coefficient of friction Q=leakage rate W=crack width P_1=pressure at inflow side P_2=pressure at outflow side P_0=l.0 atm=1.01325×10^5(Pa) ρ_0=density of gas μ=viscosity of gas T=wall thickness a^^-(W) b(W)=experimental functions, functions of crack width Under the following conditions 0.8×10^5(Pa)≦P_1≦1.2×10^5(Pa) 0.8×10^5(Pa)≦P_2≦1.2×10^5(Pa) P_1-P_2≦0.2×10^5(Pa) Re=2・ρ_0・Q/μ≦10^2, the leakage rate can be estimated by the next equation. Q=a^^-(W)・(P_1-P_2)/(μ・T) a^^-(W)=experimental function, function of crack width In case that the crack width changes slowly along the surface of the wall and does not change across the wall section, the leakage rate can be calculated by simple integration.

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逆打工法における注入法打継ぎ処理に関する研究

高幣喜文

原稿種別: 本文
1988 年 391 巻 p. 19-26
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_19

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The top down construction method involves several particular technical problems, such as (1) the joint treatment of top down concreting, (2) the influence of heaving, due to excavation, on the concrete structutre, (3) the temporary supporting mehtod of the weight of upper floors during underground work;the weight must be supported by steel column in cast-in-place concrete pile. In particular, the construction joint of concrete have been a matter of concern since the introduction of the method. Joints created by the top down concreting produce a layer of laitance and setting of lower part of concrete causes detachment of the joints, which weekens the structure and reduces watertightness. In Japan three types of joint treatment method have been adopted, which are (1) Direct mehtod ; A concrete of normal mixture or that containing non-bleeding or expansive additive is used for the lower part. (2) Injection method ; Cement paste or epoxy resin is injected into the clearance which is produced by setting of concrete. (3) Filling method ; Non-shrinking mortar is filled in the clearance (about 300mm) between the upper and lower concrete. In this report a new type of the injection method, which was developed by the authors based on the conventional injection method, is proposed, and it's efficiency is descrived. The reasults obtained in this study are summarized as follows. 1) The most suitable clearance to inject cement paste is 3mm 2) The suitable interval of injection holes is about 600mm 3) The pressure of injection should be taken 4〜8kgf/cm^2

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鉄筋コンクリート造実大7層建物実験におけるはり・柱部材の弾塑性挙動 : 日米共同耐震実験研究その5

芳村学, 黒瀬行信, 上之薗隆志

原稿種別: 本文
1988 年 391 巻 p. 27-35
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_27

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In this paper, nonlinear behavior of beam and column members of the full-scale reinforced concrete structure was examined based on the data obtained from the pseudo-dynamic tests. Such examination has revealed the followings ; 1) Significant elongation of the wall boundary column forced the beams adjacent to this column to be deformed about 80 to 110% greater than the other beams, 2) Beam hinge rotation was estimated about 80 to 90% of the building rotational angle, as defined as roof floor level deformation divided by the structure hight, when the beam was subjected to positive bending, and was about 50 to 60% when subjected to negative bending, 3) Slab width effective to the beam negative moment resistance was observed to reach 85% of the entile slab width for longitudinal beams, and 4) Beam reinforcing bars were computed to dissipate more than 70% of the total energy of the beam hinge region.

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せん断力を受ける鉄筋コンクリート折板壁の弾塑性性状

高山誠

原稿種別: 本文
1988 年 391 巻 p. 36-44
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_36

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A folded plate is well known as a structure for a long span roof. This structure is also used as a wall very often. When such the folded walls are subjected to lateral forces, their behavior will be considerably different from the behavior of usual plane walls. So experiments were performed to investigate the behavior of the reinforced concrete folded walls subjected to lateral forces. This paper presents the results of these experiments. An angle of the folded wall was adopted as a variable of the tests. For the purpose of comparison, test specimens included a usual plane wall. All specimens were 4 cm thick, 60 cm height, and reinforced orthogonally with D3 deformed bars. Each specimen was subjected to reversed cyclic lateral loading. Test results indicate that larger angle reduce the stiffness and the load capacity of the reinforced concrete folded walls. These trends are caused by the slip toward out of plane along the cracks and the folding deformation equivalent to Brazier effect in tube structures.

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部品構成された鋼管立体トラスの接合部の回転性能に関する研究

岩田衛, 和田章, 大場高秋, 白井貴志

原稿種別: 本文
1988 年 391 巻 p. 45-58
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_45

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It is important for structural safety that the connection of a pipe space truss composed of components should have a rotation capacity that assures that brittle fracture, particularly bolt breakage, does not occur even if the rotation angle becomes excessive while an escessive axial force is at work. This paper reports on experiments conducted to check the rotation capacity of the connection of the pipe space truss composed of components when the connection is subjected to an overload. As a resulut of the experiments, the following conclusions were reached. 1. The maximum rotation angle of the connection at the time of bolt fracture is about several times the caluculated value of the member angle of an ordinary space truss while an escessive axial force is at work. 2. The marginal rotation capacity of the connection is defined by the combined plastic deformation of the bolt, end cone, and node. In addition, the bending deformation of the bolt absorbs a considerable part of the rotation angle. 3. An increase in the rotation angle of the connection causes the bolt to bend or deform and thereby creates a prying action at the joint.

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冷間成形円形鋼管部材の耐力と変形能の統計的評価

越智健之, 黒羽啓明

原稿種別: 本文
1988 年 391 巻 p. 59-71
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_59

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Cold-formed members involve uncertainties that are attributable to factors different from those common in hot-rolled structural members. These uncertainties are not incorporated in current design guides, such as an LRFD proposal. Efforts have been made by several investigators to evaluate effects of residual stresses and strain hardening due to cold-forming. These results are still insufficient to establish stress-strain models for these sections that are accurate and general enough to evaluate the load-carrying and deformation capacities of the members. This paper presents results of a probabilistic analysis based on statistical data for mechanical properties of cold-formed circular tubes. The conclusions drawn are summarized as follows : (1) Stress-strain models for circular hollow sections after cold-forming, including effects of residual stresses and strain hardening, are represented by a Ramberg-Osgood stress-strain model using compressive yield stresses and ultimate tensile strengths measured by stub-column and tensile-coupon tests. A probabilistic analysis was carried out to obtain a probabilistic density function for one remaining variable in the model. (2) Probabilistic distributions of inelastic local buckling and column buckling stresses for tubular members are derived from numerical analyses of the stress-strain models. The column buckling stress is found to be influenced by a diameter-to-thickness ratio. (3) An analysis using a simple yield line theory is found to be useful to interpret behavior of stub-columns after local buckling. (4) Prediction equations for deformation capacities of stub-columns and beam-columns are obtained. From these equations, the limiting diameter-to-thichness ratios used in the current design codes are not found to be in accord with the required ductility values.

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鉄骨フープ筋コンクリート合成部材の力学特性

鈴木敏郎, 滝口克己, 堀田久人

原稿種別: 本文
1988 年 391 巻 p. 72-80
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_72

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The structural system named [Steel]-[Hoop]-[Concrete] composite in this paper is the steel encased concrete (SRC) composite without longitudinal reinforcements proposed in the previous papers, e.g. Transactions of A.I.J., No.345, No.348, No.354. In this paper, some mechanical advantages of leaving out longitudinal reinforcements are discussed in [Steel]-[Hoop]-[Concrete] composite (SHC composite). The following two experiments were carried out. One was the experiment to examine the effects of the bond between longitudinal reinforcements and concrete. The common SRC specimens and the specimens in which the bond between longitudinal reinforcements and concrete was intentionally removed were tested, and restoring force characteristics of both specimens were compared. The loading condition was cyclic shear-bending under constant axial force. The other was the experiment to examine the differences between the characteristics of SRC members and of proposed SHC members. SRC specimens and SHC ones were designed to have the same bending strength under the axial force applied in this experiment. The loading condition was cyclic shear-bending under constant axial force. The following conclusions were obtained from the two experiments. (1) Many diagonal cracks arises in the common SRC member under shear-bending because of the bond between longitudinal reinforcements and concrete. They reduce the deformation capacity of SRC member. (2) The proposed [Steel]-[Hoop]-[Concrete] composite member has better restoring force characteristics than the common SRC member has under shear-bending.

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計画系論文報告集目次 No.391 1988・9

原稿種別: 付録等
1988 年 391 巻 p. App3-
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_App3

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裏表紙

原稿種別: 表紙
1988 年 391 巻 p. Cover3-
発行日: 1988/09/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.391.0_Cover3

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