日本建築学会構造系論文報告集

表紙

原稿種別: 表紙
1988 年 393 巻 p. Cover1-
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_Cover1

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目次

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1988 年 393 巻 p. Cover2-
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_Cover2

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CONTENTS

原稿種別: 目次
1988 年 393 巻 p. Toc1-
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_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: 目次
1988 年 393 巻 p. Toc2-
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_Toc2

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奥付

原稿種別: 目次
1988 年 393 巻 p. Toc3-
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_Toc3

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逆打工法における柱打継ぎ部の力学性状に関する実験的研究

高幣喜文, 両角昌公, 宮内靖昌

原稿種別: 本文
1988 年 393 巻 p. 1-10
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_1

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The top down construction method presents several specific technical problems, such as c the joint treatment of top down concreting, (2) the influence of heaving, due to excavation, on the concrete structure, and (3) the temporary supporting method of the weight of upper floors during underground work; this weight must be supported by steel columns in cast-in-place concrete piles. In particular, the construction joint of concrete has been a matter of concern since the introduction of the method. Joints created by top down concreting produce a layer of laitance. Also setting of the lower concrete causes detachment of the joints, weakening the structure and reducing watertightness. In Japan three types of joint treatment method have been adopted: (1) Direct method (D) I Concrete of normal mixture or that containing a non-bleeding or expansive additive is used for the lower part. (2) Injection method (I) : Cement paste or epoxy resin is injected into the clearance produced by the setting of the concrete. (3) Filling method (F) : Non-shrinking mortar is used to fill the clearance (about 300 mm) between upper and lower concrete. In this report the mechanical properties of three types of joint treatment and the efficiency of the shape of construction joints on the axial strength of columns are described. The results obtained in this study are summarized as follows. 1) From the viewpoint of axial strength, the angle of construction joints must be under 45°. 2) Under complex stress conditions, the strength of the cement paste injection method (3mm clearance) is equal to the strength of the filling method and the epoxy resin injection method. 3) If the clearance is larger than 3〜5 mm, the strength of the cement paste injection method is smaller.

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屋外暴露による外壁材料の汚染 : 建築物外壁仕上材料の汚染の評価方法に関する研究(その2)

橘高義典, 上村克郎, 小西敏正

原稿種別: 本文
1988 年 393 巻 p. 11-17
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_11

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In this paper we deal with various outdoor exposure test methods for soiling of materials, and the results of the exposure tests for 5 years are presented. The exposure test method "A" and "B" were considered to be suitable for evaluating the tendency of soiling on finishing materials of external vertical walls. The color of material surfaces vary due to the outdoor exposure tests. The main factor determining the color change could be considered the sticking of particles to the material surface. In the case of the exposure test method "A", the tristimulus value y of material decreased with the increase of exposure period and approached to stationary value. The degree of color change depends on the quality of materials and the types of exposure test method.

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液状化の影響を考慮した簡便な木造家屋の被害分布予測

翠川三郎, 若松加寿江

原稿種別: 本文
1988 年 393 巻 p. 18-24
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_18

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For predicting damage distribution of wooden house due to an earthquake, the simplified procedure which can take the effect of soil liquefaction into account, was proposed. The relation between peak ground velocity and damage ratio of wooden house was checked, using case histories at about 160 liquefied and non-liquefied sites during 10 Japanese major earthquakes. It was found that the damage ratio increases remarkably when soil liquefaction occurs at the ground whose geomorphological condition is reclaimed or drained land, natural levee, river channel, sand dune, or lowland between sand dunes. Therefore, two different relationships between peak ground velocity and damage ratio were defined for the case that soil liquefaction occurs at the above-mentioned ground and the other cases, respectively. Using these relationships, the distribution of peak ground velocity of an earthquake can be converted to the distribution of the damage ratio of wooden house. This procedure was applied to the 1931 Nishi-Saitama Earthquake and the 1923 Kanto Earthquake, and the results showed fairly good agreements with the reported damage distributions.

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曲げ降伏するはりの軸方向伸び現象を考慮した鉄筋コンクリート骨組の弾塑性性状に関する実験研究

黒正清治, 和田章, 林静雄, 坂田弘安, 坂川慶介

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1988 年 393 巻 p. 25-34
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_25

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It is well known that the reinforced concrete beam will elongate to the axial direction when beam is tending to yield in bending. If this phenomena occur throughout the every span, the horizontal length of the building will expand as a whole. In considered to expand the slabs and to spread out the columns and the shear walls the elongation in horizontal direction is possibly restrained. Considering such a condition, the beam tending to yield is considered to be subject to the compressive forces from the surrounding structural members. We reported the bending shear experiment of rectangular beam and T-shaped beam which was performed to consider the effect of axial restriction of deformation, through a simple analysis. In this study, cyclic load experiment of reinforced concrete frames is performed to consider the effect of axial restriction of beam deformation. As a result, experiment shows that the story shear strength of reinforced concrete frames increase 50% to 170% because of axial restriction imposed by the horizontal stiffness of columns. This implies a potential that the structure will not collapse in the assumed mechanism.

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連層壁を有する鉄筋コンクリート造骨組の地震応答性状

岩下恒雄, 岡田忠義

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1988 年 393 巻 p. 35-45
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_35

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The reinforced concrete buildings with the base rotating shear walls recently have been recognized that it becomes harder for the shear failure to occur, and that expected well ductile. However, the behaviors of base rotation of a structural wall are not clearly understood. This paper examines fundamental response properties of frames, the relationship between frames and constituent members and the effect of reinforcement ratio of members on the horizontal deflections and the ultimate strength of frames. A seven-story reinforced concrete building with shear walls on footing foundation was chosen as a prototype one. The results obtained here could be summarized as follows: (1) Regardless of seismic loading, there was a good similarity between the hinge formation patterns at ends of member of structures in the same story deformation level. (2) Between the maximum ductility factor of boundary beam and the maximum interstory deflection angle had a plain linear relation. This relationship suggests the possibility estimating frame deformations subjected to earthquake by the deformation ability of boundary members. (3) While the reinforcement ratio of boundary column had little effect on story displacements and ultimate strength of buildings, the reinforcement ratio of column with wall had large one. Furthermore, the poor reinforcement ratio of wall had the possibility developing of plastic hinge at ends of wall members.

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ガス圧接継手の抜取検査試験片の引張試験結果に関する調査研究 : 全国調査

田中礼治, 大芳賀義喜

原稿種別: 本文
1988 年 393 巻 p. 46-53
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_46

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This report presents the results of tensile tests carried out throughout Japan on gas pressure welded joints in reinforcement bars. The tests were conducted in accordance with NAK specification and JIS Z 3120 (Method for testing gas pressure welded joints in bars for reinforced concrete). The data obtained were used to determine the percentage of the joints that failed and the distribution of strength at failure. The following results were obtained from tensile tests conducted between 1982 and 1986 by 23 survey organizations on 953, 424 test pieces. The pieces were of two types, SD 30 and SD 35, and had diameters ranging from D 16 to D 32. 1. A total of 4551 pieces, or 0.48 %, failed. 2. 0.37 % of the SD 30 pieces and 0.57 % of the SD 35 pieces failed. The failure rate increased with increasing diameter. 3. 0.008 % of the SD 30 pieces and 0.016 % of the SD 35 pieces failed below the long-time allowable tensile stress (SD 30 : 2000 kg/cm^2; SD 35 : 2200 kg/cm^2). 4. 0.025 % of the SD 30 pieces and 0.049 % of the SD 35 pieces failed below the yield point specified in JIS (SD 30 I 3000 kg/cm^2; SD 35 : 3500 kg/cm^2). 5. 0.163 % of the SD 30 pieces and 0.171 % of the SD 35 pieces failed below the tensile strength specified in JIS (SD 30 : 4900 kg/cm^2; SD 35 : 5000 kg/cm^2). 6. The average stress at failure of the SD 30 pieces was 4720 kg/cm^2 and that of the SD 35 pieces was 5040 kg/cm^2, the average stress at failure of both types being well above those yield points specified in JIS. 7. Out of the 4551 pieces that failed, 694, or 0.073 % of the total number tested, failed before the yield. 8. Out of the 4551 pieces that failed, 3857 failed after the yield. Between the yield and failure the average increase of strength in both SD 30 and SD 35 was 1.37.

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2次元弾性基本解の有限要素解析 : 有限要素法による弾性基本解の解析に関する研究(その1)

藤谷義信

原稿種別: 本文
1988 年 393 巻 p. 54-61
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_54

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In this paper, the method of finite element analysis for the fundamental solution is proposed. The fundamental solution dealt with this paper contain the Kelvin's solution defined in an infinite region, the Boussinesq's solution in a semi-infinite region, and the generalized problem with an arbitrary oriented force, an arbitrary opening angle and general material characteristic. In the case of two-dimensional region, the displacement function must be composed by using γ^0 and log γ singularity, because of γ^<-1> stress singularity. By discretizing the virtual work equation at the radial nodal line, and by arranging the equibrium equation between the external force and the stress on the separate boundary, the element stiffness matrix with respect to the nodal unknown displacement function can be obtained. The results of the present finite element analysis of the Kelvin's, Boussinesq's and Cerruti's solutions show a good convergence to their exact solutions. And as an example for application, the Boussinesq's solution in a composite body are analysed by the present method.

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荷重の確率過程モデルについて

坂本順

原稿種別: 本文
1988 年 393 巻 p. 62-70
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_62

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Stochastic process models for loads and load combinations are reviewed, an emphasis being placed on level-crossing and its application to probability based-limit states design. Applicability and validity of theoretical approximations to mean upcrossing rate and cumulative distribution of the maximum value in a reference period are examined through comparing with Monte Carlo simulation results on the typical stochastic models; i.e., Poisson impulse process, rectangular pulse process, Poisson square wave process and combined processes. Applications to limit states design for buildings are briefly stated in this paper.

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限界状態設計法における荷重係数について

坂本順

原稿種別: 本文
1988 年 393 巻 p. 71-80
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_71

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This paper describes a basis for probability-based limit states design. Basic design formats and load modelings for load and resistance factor design method are summarized, and practical procedures of calculating the load factors for ultimate and serviceability limit states are presented with numerical examples.

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Non-Gaussian Non-White入力を受ける線形システムの不規則応答解析

和泉正哲, 李再明, 勝倉裕, 木村正彦, 岸本光平

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1988 年 393 巻 p. 81-91
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_81

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境界要素法と断層震源モデルによる堆積盆地におけるSH波とLove波の地震波動解析

久田嘉章, 山本俊六, 谷資信

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1988 年 393 巻 p. 92-100
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_92

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In recent large earthquakes (Nihonkai-chubu 1983 and Michoacan 1985 earthquakes etc.), unexpected types of damage in long-period structures on basin-shaped soft sedimentary layers were noticed. Measurements of ground motion in Kanto plain (Kanto sedimentary basin, in and around Tokyo, Japan) show that seismic waves depend greatly on the characteristics of a seismic fault origin. In order to study both the characteristics of source faults and topographical irregularity of the surface layers, we developed BEM (boundary element method) analysis of a basin model with a fault adjacent to it in 1987. In this study, we constructed a two-layered model of Kanto basin and simulated long-period SH and Love waves in a basin-shaped layer. Following conclusions are obtained; 1) When a fault is located under the basin, the seismic waves are mainly the body waves propagated upward from the bedrock. In this case we can use a classical theory of multiple wave reflection. On the other hand, when a fault is shallow and is laterally away from the basin, the body waves are superposed by local surface waves which are generated at the basin edge. Thus the wave duration becomes longer. If we use the multiple reflection theory, we would underestimate the wave energy at the surface. Because the energy of the local surface waves can be large. 2) The surface waves generated at the basin edge are mainly composed of fundamental mode, and predominate in longer period. Moreover, shorter period components of the surface waves tend to be damped largely while traveling through the low-Q sediments, as compared with the longer period components. Thus influence of these surface waves on long-period structures can not be neglected, if a natural period of the structure is almost equal to a presumed dominant period of surface waves.

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門型不静定延性骨組の終局耐力に関する信頼性解析手法の一提案

小野徹郎, 井戸田秀樹, 羽津本好弘

原稿種別: 本文
1988 年 393 巻 p. 101-109
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_101

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The purpose of this paper is to propose the analytical method of reliability for redundant ductile portal frames. The relation between a demarcating correlation coefficient in PNET (Probabilistic Network Evaluation Technique) method and some analytical parameters such as correlation coefficient in uncertain factors, load ratio, member reliability, are clarified by the numerical calculation on reliability of some types of portal frames. Based on the case study, we propose the method for calculation of the global failure probabilities of redundant ductile portal frames. The proposed method requires no consideration of the simultaneous failure probability of failure modes because of the selection of majour failure modes which should be evaluated for each type of failure mechanism. The efficiency of the proposed method are shown through comparison with some other evaluating methods for the global failure probability.

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中央部および端部に帯状の厚板を有する周辺固定床板の解析

内山武司

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1988 年 393 巻 p. 110-117
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_110

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Referring to the problem of off-centered juncture of two slabs, while being based on Reissner's theory, the present analysis of built-in slabs consisting of subpanels different in thickness with a common upper surface accounts for the effect of in-plane slab actions caused by their different mid-surface level, taking account of its eccentricity with respect to a reference plane when treating the conditions of their continuity.

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ピン接合単層ラチスドームの弾性座屈性状の分析と座屈荷重の推定 : 六角形平面上の偏平球殼状のドームが周辺でローラ支持されている場合についての検討

加藤史郎, 石川浩一郎

原稿種別: 本文
1988 年 393 巻 p. 118-127
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_118

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The present study deals with nodal buckling of a pin-connected reticular dome of single layer on a hexagonal plan. The dome is assumed to be supported by pin-ends on the six corners and by rollers on the periphery except the corners. The buckling load as well as the behavior is investigated in regard to a nodal geometric imperfection and several loading conditions. Based on a parametric study of the buckling load by an elastic nonlnear analysis, an approximate method which can estimate the buckling load is discussed.

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非圧縮性粘性流れと弾性シェルの相互作用に関する数値シミュレーション

西村敏雄, 登坂宣好, 近藤典夫

原稿種別: 本文
1988 年 393 巻 p. 128-136
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_128

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The oscillating modes of thin elastic shells under unsteady fluid forces are numerically analyzed. The governing equations used in this paper are the Navier-Stokes equations, continuity equation and ones of motion of thin elastic shells. The spatial discretization of each equation is achieved with the finite element method. In the proposed numerical method, the finite element equations for incompressible viscous flows and shells are solved simultaneously at each time step of numerical simulation. Consequently, both the flow profiles around the shells and oscillating modes of ones can be obtained. This method is applied to numerical calculation of a coupled problem of an incompressible viscous flow and an elastic cylindrical shell in order to show the validity of our procedure.

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三次元時間領域境界要素法による剛基礎群の過渡応答解析

近江正徳, 登坂宣好

原稿種別: 本文
1988 年 393 巻 p. 137-151
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_137

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This paper presents application to the soil-structure interaction problems of the three-dimensional time domain boundary element method (BEM). The contents are as follows: First, we show the fundamental solution and the boundary integral equation, and investigate the characteristics of the fundamental solution and the surface of discontinuity (wave front). Second, in the present work, constant boundary elements are used for discretization in space and linear elements for displacements variations in time are used. The step-by-step integration scheme is introduced in the implicit form. Third, in order to verify validity of the present method, we compare with the results of Dominguez and Karabalis. Through the comparisons, we refer to some questions on Karabalis' formulation. Finally, we perform parametric studies for the two foundations which are an embedded rigid foundation and a surface one. In particular, we wish to emphasize the importance of effects of the azimuth angles on the foundation input motions. As the conclusion, the soil-structure interaction problems can be analyzed effectively by using the present method.

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節杭の荷重 : 沈下量関係の理論解析法

小椋仁志, 山肩邦男

原稿種別: 本文
1988 年 393 巻 p. 152-164
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_152

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This paper describes a theoretical analysis for estimating the load-settlement behavior of single nodular piles. This analysis uses the Mindlin's First Solution similarly to those previously proposed, for example, by D'Apporonia et al. (1963) and Poulus et al. (1968). The authors applied this solution to single nodular piles by taking into account the results of model tests and full-scale tests. The assumptions in the present analysis are as follows. (1) A pile is considered elastically compressible. (2) The pile and ground around pile are divided into several elements. (3) The load-settlement relations show non-linear behavior. (4) The settlement of the pile is equal to that the ground around the pile, when the resistance is smaller than the ultimate value in each element. After the resistance reaches the ultimate value in each element, a slip surface forms between the pile and the ground. (5) The shear resistance of nodular pile works on cylindrical slip surface whose diameter is equal to the nodule's one. (6) A resistance similar to a pile tip resistance works at the lower surface of a nodule. Settlement and axial forces calculated by the proposed method are compared with full-scale tests and field tests. There are generally good agreement between calculated and measured values.

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ハイブリッド型積分方程式法による浮体の定常動揺問題の数値解析

松井徹哉, 加藤賢治

原稿種別: 本文
1988 年 393 巻 p. 165-176
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_165

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A hybrid integral-equation method is formulated for predicting the wave-induced motion of floating bodies of arbitrary three-dimensional form. It is based upon the direct application of Green's second identity and uses the simple fundamental solution (i.e. a simple source) rather than the special Green's function. The boundary element idealisation is used only in an inner fluid region close to the body and local depth irregularities, while an analytical solution is employed in the outer region of constant depth extending to infinity. The two representations are matched on a fictitious vertical cylindrical surface. Numerical results are presented for a variety of geometries, including a floating sphere, a submerged horizontal pontoon and a semi-submersible platform. It is shown that the use of quadratic isoparametric boundary elements results in considerable improvement of the accuracy and efficiency of the hybrid integral-equation method, as compared with the existing numerical techniques such as the classical boundary integral equation method and the hybrid finite element method.

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計画系論文報告集目次 No.393 1988・11

原稿種別: 付録等
1988 年 393 巻 p. App1-
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_App1

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裏表紙

原稿種別: 表紙
1988 年 393 巻 p. Cover3-
発行日: 1988/11/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.393.0_Cover3

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