日本建築学会構造系論文報告集

表紙

原稿種別: 表紙
1988 年 383 巻 p. Cover1-
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_Cover1

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目次

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1988 年 383 巻 p. Cover2-
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_Cover2

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CONTENTS

原稿種別: 目次
1988 年 383 巻 p. Toc1-
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_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 383 巻 p. Toc2-
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_Toc2

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奥付

原稿種別: 目次
1988 年 383 巻 p. Toc3-
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_Toc3

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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募集規程

原稿種別: 付録等
1988 年 383 巻 p. _1_-_2_
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0__1_

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論文報告集執筆要領

原稿種別: 付録等
1988 年 383 巻 p. _3_-_5_
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0__3_

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安全性からみた階段のすべりの評価方法の提示 : 安全性からみた階段のすべりの評価方法に関する研究(その3)

小野英哲, 武田清, 三上貴正, 大野隆造

原稿種別: 本文
1988 年 383 巻 p. 1-7
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_1

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The purpose of this study is to establish evaluating method of slip resistance of stairway treads from a viewpoint of safety. In this paper, Part 3, following results were obtained. (1) The evaluating scales of slip resistance of stairway treads were composed (nine scales in all), by the method of sensory test. In composing these scales, some actual factors were considered, namely, proportion of tread and riser, kinds of finishing materials of treads and nosing, and, kinds of footwears. (2) The physical values of slip resistance of stairway treads which well correspond to each evaluating scales were newly established, on basis of the results of former paper (Part 2), and these values were named 'C.S.R・S'. (3) The evaluating indexes and method of slip resistance of stairway treads were presented by using the evaluating scales and 'C.S.R・S'.

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RC造建築物における鉄筋腐食速度に及ぼすコンクリート中の塩化物量の影響

桝田佳寛, 安田正雪, 友沢史紀, 阿部道彦, 田中斉, 原謙治

原稿種別: 本文
1988 年 383 巻 p. 8-16
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_8

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This paper analyzes the influence of chloride content, thickness of concrete cover, carbonation and finished materials on the rate of corrosion loss of reinforcing bar based on the investigation results of 45 existing buildings using sea sand or standing near sea. The age of investigated building is between 7 years and 46 years, and most of them is between 10 years and 20 years. The number of investigation points is 171, and the number of reinforcing bar is about 800. The result of analysis are briefly described as follows. (1) Finished material, such as mortar, is effective on inhibiting corrosion, and the half of thickness of mortar may be included in the thickness of concrete cover. (2) The rate of corrosion loss increases as the chloride content increases, and inversly, as the thickness of concrete cover decreases. (3) The rate of corrosion loss is under 0.05 %/year when the chloride content is under 0.015 % and the thickness of concrete cover is over 20 mm. (4) The rate of corrosion loss is about 0.1 %/year when the chloride content is 0.03-0.06 % and the thickness of concrete cover is 20-60 mm. (5) The rate of corrosion loss is over 0.15 %/year when the chloride content is over 0.06 % in spite of the thickness of concrete cover is over 60 mm. (6) The rate of corrosion loss in carbonated zone is larger than that in uncarbonated zone.

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1985年メキシコ地震で被災した某鉄筋コンクリート学校建築の耐震性能に関する調査・検討

菅野俊介, 江戸宏彰, 野路利幸, 田村和夫

原稿種別: 本文
1988 年 383 巻 p. 17-28
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_17

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Introduction Two 4-story reinforced concrete buildings in Fig.2 suffered moderate damage to structures as well as severe damage to nonstructural elements during the 1985 Mexico Earthquake. One month after the earthquake, the buildings were inspected by the authors' team on the level of damage, properties of materials and vibrational characteristics of the buildings and the ground. The inspection was made as a part of activities of the technical mission to the Department of Federal District of Mexico sent by the Japanese Government through the Japan International Cooperation Agency (JICA). After the inspection, further studies were made on their seismic capacity and response so that their behavior during the earthquake and the proposed strengthening methods might be discussed in detail. The Buildings and Their Damage These buildings were constructed in 1982 and have been used as a school for medical students. They were structurally identical except six month different in the completion of construction and different concrete strength by core sampling test. The building W had higher strength (36MPa) than that of another (25MPa). They located at the Transition Zone (Fig.1) and the subsoil consisted of soft clay of 16m thick and of deeper layer of solid sand and other soils (Fig.3). A building consisted of moment-resisting frames of columns and flat slab system called "Losa Plana" (Fig.5). No structural wall was provided. Grouped longitudinal reinforcements were arranged at each corner of a column (Fig.4). The structural damage was concentrated on columns and beams which existed only in the sticking portion be approximately 1 cm or 0.33% to the story height which could lead to moderate or partially severe damage to structures, though it is much less than the yield displacement. The displacement at upper stories is minor. These results well agree with the feature of observed damage. 2) The response dispacement is higher by approximately 50% when subjected to the recorded motion of SCT. 3) The strengthening by concrete walls leads to very minor displacement even during the motions of 1.5 to 2.0 times the intensity of simulated motion. 4) When most columns are reinforced, the structure is able to resist even an earthquake of 2 times the intensity of the simulated motion without any brittle failure. Conclusions 1) It is presumed that the ground motion at the building site would have possessed the characteristics of shorter period and lower intensity compared with those in the Lake Zone. 2) The damage to structures, bond-splitting failure in one building and flexural failure in another, would have occurred because of the lack of lateral stiffness and capacity, the grouped reinforcement with thin concrete cover and the difference of concrete strength. 3) It is presumed that the maximum story drift during the earthquake would have been around 0.3%, which was much less than the yield displacement. 4) Their seismic performance will be significantly improved when they are strengthened by concrete walls or reinforcement of columns.

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塑性域における鋼板のねじりとねじり座屈

井上哲郎, 加藤勉

原稿種別: 本文
1988 年 383 巻 p. 29-34
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_29

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Plasticity in steel is characterized by an appreciable amount of plastic flow which precedes strain-hardening. This study is devoted to an evaluation of the modulus in shear of yielded steel plates in the plastic-flow and strain-hardening range at the instance of torsional buckling. Plastic strain is assumed to occur by the slip deformation which depends on Tresca's yieled criterion. Torsional buckling of steel plates uniformly compressed in one direction is examined. Difference of buckling curve between author's result and other researchers' one is shown in the viewpoint of buckling stress. Author's result fairly agree with test result already published.

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パルス応答解析と有限共振応答解析による損傷評価に関する研究 : 完全弾塑性型復元力特性をもつ1質点系について

山田稔, 河村広, 谷明勲, 藤谷秀雄

原稿種別: 本文
1988 年 383 巻 p. 35-48
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_35

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The authors have presented Ultimate Response Analysis (U.R.A.) by which one can evaluate earthquake responses of structures according to the principle of the ultimate energy equilibrium. In this analysis, response behaviours of structures are classified into the following two extreme typical cases, i.e., monotonic and cyclic responses. The former is calculated by Pulse Response Analysis (P.R.A.) and the latter by Finite Resonance Response Analysis (F.R.R.A.). In this report, an evaluation method of damages of elasto-plastic structures by the U.R.A. is proposed from the comparison of the results of the U.R.A. with those of usual time-history dynamic earthquake response analysis (E.R.A.). The followings are concluded : (1) Damage factor (D_u) by U.R.A. based on the assumption in Sect. 4-3is safe side evaluation as compared with damage factor (D_e) by E.R.A. (cf. Sect. 4-5, Figs.10-13) (2) The damage duration for F.R.R.A. (t^p_<fr>) is given by Eq. (27) as the product of the duration of strong motion above 0.06g acceleration (T_<p6g>) and the duration ratio (t^p) given by Eq. (26). And the number of cyclic response times by F.R.R.A. (n_c) is given by Eq. (28) as the division of damage duration (t^p_<fr>) by the difference time (T_<eq>-T_e). (cf. Sect. 5-3, Fig.18) (3) The damage factor by U.R.A. (D_<fr>) is given by Eqs. (10)-(18). In this research, the authors have presented a method of the quantitative evaluation of damages by U.R.A.

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コンクリートはり部材断面の曲げ終局限界点に関する研究 : (その1) 各種終局域指標点と提案する曲げ終局限界点の存在メカニズム

鈴木計夫, 中塚佶, 阿波野昌幸

原稿種別: 本文
1988 年 383 巻 p. 49-57
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_49

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Successful evaluation of deformation capacity of concrete flexural members and techniques to make the members ductile are essential to seismic design methods based on energy absorption capacity of concrete structures. Design index points and equations, however, to calculate ultimate deformation capacity of the members are not established, so that, ductility of the members and the structures is not utilized in current seismic design methods. The object of this investigation is to propose and present distinctly a new ultimate limit index point in the softening branch of moment-curvature relation for more reasonable and effective estimation of ductility of partially prestressed concrete beams as general concrete flexural members. Following conclusions are obtained from the investigation. (1) Mechanism of existence of two ultimate limit index points proposed herein, i.e. points Lc and Lp, are explained physically. The point Lc, which is caused by strain softening characteristics of concrete, is defined as that at which the maximum total tensile force occured in prestressed and ordinary reinforcements (T) (=total compression force in concrete (C)) takes place in a flexural section, i.e. [C=T] max., or at which strain in the tendon reaches the maximum value. The point Lp is defined as that at which fracture of tendons occures. (2) The points Lc and Lp are very useful to evaluate the deformation capacity taking account for falling behavior of the moment-curvature relations of concrete flexural members because those two points always appear sufficiently in the stage of large deformation after the maximum moment which is differed from other limit index points in ultimate state proposed previously.

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上下地震動を受ける矩形平面状の屋根型偏平球殻の応答性状 : 応答値の推定と位相差の影響の検討

高島英幸, 西薗博美, 加藤史郎

原稿種別: 本文
1988 年 383 巻 p. 58-68
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_58

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The effect of vertical earthquake motions plays an important role for the design of a long-span structure. This paper considered a simply supported roof shell on a square plan and investigated the effects of vertical earthquake motions considering phase differences of applied earthquake motions at the bases. As a result of dynamic analysis, the following results have been obtained. i) The uniform support excitations from earthquake, which are identical and have no phase differences, give rise to larger values of responses than those induced from some different classes of support excitations. ii) By the analysis under three earthquake motions : EL-CENTRO UD, TAFT UD and HACHINOHE UD, the presumptive coefficient α for non-dimensional maximum in -plane stresses remains constant with respect to τ (= R/ts), and the presumptive coefficient β for non-dimensional maximum bending stresses varies linearly with respect to τ. In accordance with above-mentioned results, this paper has proposed the presumptive equations for nondimensional maximum responses of in-plane and bending stresses.

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円形スパイラル筋を有するプレストレスト鉄筋コンクリート円形柱の力学性質 : その1 破壊性状および荷重-変形関係

鈴木計夫, 中塚佶, 蔡健, 中田浩之, 白沢吉衛

原稿種別: 本文
1988 年 383 巻 p. 69-79
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_69

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The object of this study is to investigate the mechanical properties of partially prestressed concrete circular columns with circular spiral confining reinforcement by experimental and analytical works, in which the columns were subjected to scores of high intensity reversed cyclic lateral load and constant axial load. In this paper, the experimental work and a part of experimental results, such as failure process and deflection behavior are described. From the experimental results, main concluding remarks are induced as follows : (1) To evaluate the ductile behavior of columns subjected to cyclic load like seismic attack, it is necessary to consider the deterioration of the ductility resulting from the effect of cyclic loading. (2) The deformation behavior of columns is markedly improved by circular spiral reinforcment which effectively confines the conerete in compression zone. (3) The hysteretic characteristics of columns can be controlled by the value of coefficient of prestressing.

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鉄筋コンクリート柱の曲げ性状におよぼす主筋継手のすべりの影響に関する解析

林静雄, 和田章

原稿種別: 本文
1988 年 383 巻 p. 80-87
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_80

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The stress-strain relations of the steel bar with the mechanical splice have a shallow slope near the zero stress due to the slippage in the splice. This paper describes the investigations of the slippage in the mechanical splice by the tensile and compressive tests on the splice itself and analysis of the effects of this slippage on the bending behavior of reinforced concrete members with the mechanical splice. The conclusions of this paper are as follows : (1) The amount of the slippage in mechanical splice increases in proportion to the maximum plastic strain of the bar with the splice. (2) The total area of the hysteresis loops for the reinforced concrete member with the splice decreases in proportion as the slippage in the splice increases. (3) Under the high axial stress, the effect of the slippage in the splice on this decrease of the total area is not observed so remarkably.

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付着良好な梁降伏型RC内部接合部の必要せん断補強筋量

市之瀬敏勝

原稿種別: 本文
1988 年 383 巻 p. 88-97
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_88

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The current New Zealand code for concrete structures requires that the horizontal shear reinforcement within a beam column joint must carry the total joint shear force unless the axial force of the column is large enough or the plastic hinge regions of the beams are relocated away from the column faces. This requirement has raised international arguments. Experiments in New Zealand yielded a conclusion that the requirement was not conservative. Experiments in Japan yielded another conclusion that one half the shear reinforcement required by the New Zealand code was enough to keep the joint elastic after reversed cyclic loadings of large deflection angle. Assuming a simple stress distribution along the periphery of the joint as shown in Fig.2 and considering shear resistant mechanisms shown in Figs.4, 6 and 8, this paper derived a design equation, Eq. (16). Normally, the derived equation requires smaller amount of horizontal shear reinforcement than the current New Zealand code, especially for the following cases : a) the joint shear stress is small, b) the axial force is small, c) the amount of the top beam reinforcement is larger than the bottom, and d) the amount of the vertical shear reinforcement is large. The derived equation agreed with both the experimental results in New Zealand and those in Japan, which seemed contradictory each other.

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粘弾性薄層地盤モデルにおける境界積分方程式法の利用 : ねじれ振動の場合

吉田長行, 藤井大地, 藤谷義信

原稿種別: 本文
1988 年 383 巻 p. 98-108
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_98

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The boundary integral equation method involving the Green's function by the thin layer method is very useful for the analysis of the excavated multi-layered visco-elastic soil. However, there exist two complexities in this method ; 1) the calculation of the stress components of the Green's functions introduces substantial errors near the applied point, 2) the solution of the dynamic stiffness analysis is disturbed in wide range near the natural frequency of the internal region. This paper resolves both of these complexities at once by putting several constraint panels in the internal region. Those panels are used for the purpose of taking away the internal resonance point from the frequency range of interest and deriving the conditions to modify the solution of the stress. In order to show the validity of the present method, this paper presents the dynamic torsional stiffness analysis of the axi-symmetric excavation.

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軟弱地盤に支持された建築構造物の沈下過程に関する実用算定法

土屋勉, 大築和夫, 小幡守

原稿種別: 本文
1988 年 383 巻 p. 109-117
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_109

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In this paper, we have proposed the practical solution, which we named as the DK-method, to calculate the settlement process of structures during and subsequent to construction, based on the analytical results of the finite element method (FEM). The following particular features have been formed in the DK-method : 1) The frame structures with friction pile foundations and those with spread foundations can be treated in a similar manner by introducing the idea of effective thickness of soils. 2) The rigidity of soils are represented by the coefficient of subgrade reaction (K-value), where we assumed that the shear settlements and the consolidation ones occuar in soils during and subsequent to the construction of superstructures, respectively. 3) The vertical rigidity of superstructures are calculated by applying the Dr. Muto's D-value principle for seismic analysis of RC buildings, and the D-value of superstructures is calculated by considering the progress of construction of RC frame structures. We have proved that the differential settlements caluculated by DK-method give a close approximation to those calculated by FEM in a wide range of rigidity of structures and soils. As a result, we conclude that the DK-method is of much practical use to caluculate the settlements during and subsequent to the construction of structures on poor grounds.

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計画系論文報告集目次 No.383 1988・1

原稿種別: 付録等
1988 年 383 巻 p. App1-
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_App1

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裏表紙

原稿種別: 表紙
1988 年 383 巻 p. Cover3-
発行日: 1988/01/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.383.0_Cover3

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