日本建築学会構造系論文報告集

表紙

原稿種別: 表紙
1989 年 401 巻 p. Cover1-
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_Cover1

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目次

原稿種別: 表紙
1989 年 401 巻 p. Cover2-
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_Cover2

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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
1989 年 401 巻 p. App1-
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_App1

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CONTENTS

原稿種別: 目次
1989 年 401 巻 p. Toc1-
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_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
1989 年 401 巻 p. Toc2-
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_Toc2

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奥付

原稿種別: 目次
1989 年 401 巻 p. Toc3-
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_Toc3

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距離による建築仕上げ材料の「見えの変化」と心理効果

岡島達雄, 若山滋, 塩谷まさみ, 渡辺達夫

原稿種別: 本文
1989 年 401 巻 p. 1-10
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_1

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The appearance of a building material changes with the distance between the place where people stands and the place where the materials exists. In a small distance, people can recognize the materials in minute details such as wood grains, while in a long distance, the materials in color. The change of the appearance of a building materials causes the change of psychological effect on people. The object of this paper is to consider experimentally how the change of the appearance of building materials with distance influences people psychologically. The ten samples of material were used for the test.

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鉱物質混和材を用いた超高強度現場打ちコンクリートに関する研究 : 練り混ぜ方法の違いがコンクリートの流動性に及ぼす影響

柿崎正義, 枝広英俊

原稿種別: 本文
1989 年 401 巻 p. 11-23
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_11

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ブラックパネル温度の日較差マップ : 屋外での熱劣化環境の定量化(その2)

冨板崇

原稿種別: 本文
1989 年 401 巻 p. 25-33
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_25

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Heat damages building materials both chemically and mechanically. The fructuation of temperature of building elements induces thermal movement at joint gap, which causes fatigue failures of sealants or waterproof membranes. At the interface between paint and substate, thermal stress is generated by the difference of thermal expansivities. As black panel temperature represents the temperature of materials exposured outdoors, daily range of black panel temperature is an index of the intensity of thermal mechanical deterioration. The daily maximum and minimum black panel temperature are estimated by climatic elements, ambient temperature, wind velocity and solar radiation, at observatories in a period from 1976 to 1985. Then the averages of daily range of black panel temperature are plotted on the map. It shows that building materials in inland areas are suffered from more severer thermal mechanical deterioration environment.

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1923年関東地震のやや長周期地震動 : 今村式2倍強震計記録による推定

横田治彦, 片岡俊一, 田中貞二, 吉沢静代

原稿種別: 本文
1989 年 401 巻 p. 35-45
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_35

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The long-period (2 to 15 sec) ground motion caused by the 1923 Great Kanto Earthquake was investigated to obtain more detailed information for the seismic design of long-period structures, especially those constructed in the Tokyo area. In order to investigate the main shock ground motion, the incomplete seismogram obtained by the Imamura type strong-motion seismograph at the University of Tokyo was used. To examine the behavior of the pendulum system and to find the cause of saturation, shaking table tests were carried out for the Imamura type seismograph, which has been exhibited at a museum. Applicablity of the method for mending the saturated waveforms was found and confirmed through numerical experiments. The following restoration and correction were performed: (1) mending of the saturated waveforms of the incomplete main shock seismogram and (2) correction of instrument response of the seismograph. The main results of this study can be summarized as follows: 1) The peak ground amplitude of the 1923 Great Kanto Earthquake in central Tokyo was about 15cm in the E-W component. 2) The duration of significant portion of the main shock ground motion was as long as 10 minutes. 3) The peak amplitudes of the velocity response spectrum with a damping factor of 0.01 was 80 cm/s for the E-W component. 4) The ground motion in the N-S component is presumed to have been about 1.5 times larger than that in the E-W component.

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有限変形非線形粘弾性体における非線形波動伝播

和泉正哲, 薛松濤

原稿種別: 本文
1989 年 401 巻 p. 47-57
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_47

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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耐震壁の弾塑性挙動 : 日米共同耐震実験研究その6

芳村学, 黒瀬行信, 上ノ薗隆志

原稿種別: 本文
1989 年 401 巻 p. 59-66
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_59

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Nonlinear behavior of the shear wall of the full-scale reinforced concrete seven-story structure was examined based on the data obtained from the pseudo-dynamic tests. The examination has revealed the followings. 1) Curvature ductility of the wall at the base agreed with displacement ductility of the building. 2) Hinge region of the wall, which initiated at the base, expanded throughout the first story when the displacement angle of the building reached the peak value of 1/64. 3) While the wall yielded in a flexural mode, shear deformation of the wall at the first story reached as much as 40 % of the horizontal deformation. 4) The fiber model analysis applied to the wall critical section made it clear that as much as 80 % of the energy absorbed by the wall was dissipated by the reinforcement. Such large contribution of the reinforcement to the energy absorption and dissipation mechanism of the wall is believed to be a reason of favorable behavior of the wall and, therefore, the structure.

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鉄筋コンクリート柱の部材モデルに関する比較研究

市之瀬敏勝, 滝口克己

原稿種別: 本文
1989 年 401 巻 p. 67-76
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_67

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Experiments are made on reinforced concrete columns of which each end is subjected to independent loading history. The test results are compared with those of the following beam models: (1) One-component model (Giberson), (2) Devided-beam model (Clough, Aoyama and Takizawa), (3) Prescribed-flexibility-distribution model (Takizawa), and (4) Connected-springs model (Omote). The test results lied between the predictions of the one-component model and the connected-springs model. The other two models could not predict the test results well, because these models gave smaller stiffness and larger interaction between the both member ends than the reality.

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はりS・柱RCで構成される内部柱はり接合部の応力伝達機構

西村泰志, 南宏一

原稿種別: 本文
1989 年 401 巻 p. 77-85
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_77

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In this paper, the mechanism of the stress transfer from the steel beam to the reinforced concrete column through abeam-column joint was clarified theoretically. In this mechanism, the plinciple of prying mechanism of steel beam embedded in reinforced concrete column was applied (Fig. 1). On the basis of this mechanism, a method capable of predicting the ultimate strength of the joint was proposed (eqs. (5)-(7)). The method was taken account of the bearing strength of the concrete below the bottom flange and above the top flange of the embedded steel beam. To verify this proposed mechanism of stress transfer and method capable of predicting the ultimate strength of the joint, two interior steel beam-reinforced concrete column assemblies were tested. The predictions were shown to be in good agreement with the test results. Furthermore, this proposed method was applied to estimate the ultimate strength of steel beam-reinforced concrete column joints containing additional reinforcement; stud connectors and reinforcing bars welded to the embedded steel beam, and steel beam-composite column joints. In case of these types of joints, the ultimate strength P_<theo.> of the joint was estimated by summing the strength P_<u0> obtained by eqs. (5)-(7) with additional strength ΔP_<u0> provided by welded reinforcement or steel section of composite column (i.e., P_<theo.>P_<u0>+ΔP_<u0>). The comparison was made between predictions and test results on steel beam-reinforced concrete column joints with additional reinforcement obtained by author and steel beam-composite column joints obtained by other researchers. The predictions were shown to be in good agreement with the test results.

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鉄筋コンクリート柱・はり外部接合部を含む架橋の靭性評価

角徹三, 浅草肇, 青木正美

原稿種別: 本文
1989 年 401 巻 p. 87-96
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_87

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Beam-column joints of reinforced concrete highrise building have been recently paid much attention as relatively weak links under severe earthquake attacks, because of the strengthening of the aseismic reinforcing for beam and column members. The key point of the aseismic performance of the joint is to ensure and maintain the energy absorbing capacity of the plastic hinges of the adjoining members without any shear or anchorage failure in the joint core. In this paper, the authors focused on the exterior beam-column joint to make clear the discussion, and carried out the cyclic reversed loading tests of eighteen exterior beam-column subassemblages. Column axial force, amount of joint hoop, existence of intermediate column bars and moment capacity of column were selected as the experimental variables. On the basis of the thorough consideration of the test results, the following major remarks were obtained. 1. The ratio of shear stress at yielding of beam and shear strength in the joint was designed less than 0.5 for every subassemblages. Nevertheless, ten of eighteen specimens resulted in joint shear failure due to the repetition of reversed loading after the yielding of beam. 2. The ductility of the subassemblages increases with the increase of column axial force and amount of joint hoop. The existence of intermediate column bars is also effective to increase the ductility of subassemblages. 3. The critical cumulative ductility factor, at which the value of shear distortion reaches 0.8×10^<-2>, was quantified as a function of the experimental variables, and was ascertained to be very effective to evaluate the aseismic ability of the exterior beam-column subassemblages.

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Web Openingを有する合成ばりの終局耐力と力学的挙動に関する実験的研究

金圭石, 金相燮

原稿種別: 本文
1989 年 401 巻 p. 97-104
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_97

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This paper presents the ultimate strength and moment-shear interaction diagrams of composite beams with rectangular and circular web opening. The experimental work of the investigation reported herein is consisted of tests of 6 composite beams and 2 steel beams. From this study, we could find out the following conclusions; 1. The ultimate strength of composite beams with web opening is not concerned with shape of web opening. 2. Composite beams with high moment-shear ratios were failed by stress concentration in the vicinity of bottom tee and high moment. 3. Composite beams with high moment-shear ratios tended to the reduction of initial stiffness and ultimate strength because of the bigger bending moment on web opening. 4. The ultimate moment by analytical model of composite beams with web opening considered T. V. Galambos' analysis considerably agree with experimental results.

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埋込みの浅い鋼構造柱脚の力学的牲性に関する実験的研究 : その1 曲げとせん断を受ける場合

甲津功夫, 金多潔, 藤井堅二, 木田隆

原稿種別: 本文
1989 年 401 巻 p. 105-115
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_105

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Shallow embedded type steel column-to-footing connections are preferable for large steel structures such as steam power stations and other energy plants, because of ease of design and construction. This paper presents strength and rigidity of very shallow type steel column-to-footing connections with adequate reinforcement subjected to cyclic reversed bending moments and shearing forces. The experimental investigation was carried out in the manner where the design ultimate bending strengths of the connections assumed as the exposed type were varied parametrically. From the results of the experiment, the effect of the additional concrete cover on the overall strength and rigidity of the connections was examined by using the simplified analytical model. From the discussions, it has been made clear that the very shallow type connections whose embedding depths are about 0.6 times the column depths and covered with adequately stiffened additional concrete, can exhibit favourable strength and rigidity.

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角形鋼管側柱柱脚の剛性と耐力に関する実験的研究 : 柱に密着するU形筋を用いた埋込み形式について

辻岡静雄, 井上一朗, 今井克彦, 平山操

原稿種別: 本文
1989 年 401 巻 p. 117-127
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_117

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The RHS column base embedded in footings is commonly employed in rigid column-footing connections and is capable of resisting the large bending moments. However, at RHS exterior columns in building subjected to lateral loads, due to the loss in the bearing strength of concrete as a results of the failure of cover concrete, it is more awkward that the strength of this column base connection is greater than the full strength of RHS column. In this paper, to avoid such concrete failure of RHS exterior column base, an improved embedded type with U-reinforcing bars arranged on the outside of the embedded RHS column is proposed. A method of ultimate strength design is described. Experiments were conducted to verify the effectiveness of the design procedures and generally evaluate the inelastic behavior. The results are summarized as follows. 1) The lateral stiffness of RHS column is estimated by the results of the analysis including the effect of the rotation resistance of the foundation tie-beam. 2) The yield load and the collapse load of improved embedded RHS exterior column base connection are well predicted by the present method. 3) U-reinforcing bars of improved embedded RHS exterior column base connection is most effective in preventing the resistance deterioration. 4) When the reinforcing bars of the foundation tie-beam terminate at the exterior edge, a major crack at the inner side of the embedded column is restricted.

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Part 4 : 仮動的実験における実験誤差の制御 : 仮動的実験応答の安定と精度

中島正愛, 加藤博人

原稿種別: 本文
1989 年 401 巻 p. 129-138
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_129

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ブレース付架構の制振装置に関する研究 : その2 楕円孔を有する有孔鋼板のエネルギー吸収性能について

玉井宏章, 近藤一夫, 花井正実

原稿種別: 本文
1989 年 401 巻 p. 139-149
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_139

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In this paper, a perforated steel plate with a square and eight elliptic holes, which is installed in the new hysteretic damping device for improving the seismic characteristics of a braced frame structure proposed in the author's previous paper, is presented. The excellent restoring force characteristics and energy absorption capacity of this perforated steel plate are verified through the very low cycle fatigue tests under the cyclic loads of constant and two-level-two-block amplitudes. In order to inspect precisely its mechanical characteristics, elasto-plastic analyses using the finite element method are conducted on the two subdivided areas around the elliptic and the pin holes of the plate, respectively. Based on these numerical studies, simple and accurate expressions for estimating the initial and the slip strength of the present perforated steel plate are derived.

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降伏耐力のばらつきを考慮した全体崩壊メカニズム骨組の設計

桑村仁, 佐々木道夫, 加藤勉

原稿種別: 本文
1989 年 401 巻 p. 151-162
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_151

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A weak-beam-strong-column philosophy is generally recommended for the design of earthquake-resistant multistory structures, because the associated overall collapse mechanism exhibits a high ductility against a strong earthquake. A simple method for designing a weak-beam-strong-column structure is proposed using the concept of column overdesign factor. Some uncertainty factors, however, may impair the overall collapse mechanism, such as randomness in members' yield strengths, randomness in earthquake motions, and randomness in massdistribution over the height of the building. Monte Carlo simulations on the static and dynamic performance of a 6-story rigid plane frame designed by the proposed method showed that the randomness in the yield strengths has a predominant influence on the failure mechanism and consequently on the system ductility. In practice, weak-beam-strong-column structures will be realized only when the randomness in the yield strengths is reduced by means of a higher quality control in manufacturing and construction processes, otherwise a considerably high margin should be provided to column strengths. And this suggestion must be more emphasized for tall buildings with more stories in which it is less probable that the overall collapse mechanism shows the minimum load factor under the uncertainty of member strengths.

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鉛直力を受ける模型群杭の水平挙動性状に関する理論的考察

冨永晃司, 山本春行

原稿種別: 本文
1989 年 401 巻 p. 163-171
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_163

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In previous papers (1988, 1989), an analytical method for the lateral behaviors of single piles and pile groups up to failure under combined loads was proposed by Tominaga. The 'analysis is derived from using the method of incremental lateral displacement, and takes account of additional moment caused by vertical forces, shear failure of the soil located in front of the piles, and the reduction of pile flexural rigidity at high stress levels. On the other hand, the model tests were carried out by using the apparatus which was devised to apply simultaneous vertical and lateral loads to the piles under the condition of fixed head, and these results were also presented in other paper (1988). In this paper, in order to verify the validity of the theory proposed, the theoretical results for the lateral behaviors of pile-soil system to failure are compared with those from the model tests. Consequently, it is found that the theoretical analysis is in fairely satisfactory agreement with the measurements of the pile deflections, moments, head reactions, and so on.

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半潜水式海洋構造物の不規則波中での長周期運動の数値シミュレーション

松井徹哉

原稿種別: 本文
1989 年 401 巻 p. 173-183
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_173

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The paper reports the results of time-domain simulation of the slow-drift motions of a semi-submersible in irregular seas. The simulation is based on exact evaluation of the second-order wave exciting forces including the contribution from the second-order velocity potential. The validity of the simulation method is confirmed by comparing the simulated time histories of motions with the experimental data measured in model tests. The conclusions arising from limited simulation results reported herein are summarised as follows: (i) The sway and roll responses of the semi-submersible in irregular beam waves are dominated by the slow-drift resonance motions excited by the low-frequency component of the second-order wave forces. This is due to the very low natural frequencies and low damping possessed by the system. (ii) The slow-drift sway motion can be predicted fairly well with the knowledge of mean drift forces in regular waves, as suggested by Newman (Ref. 1)). (iii) The contribution of the second-order velocity potential to the slow-drift roll moment is significant. Exact evaluation of the second-order wave forces are therefore essential for correct prediction of the slow-drift roll motion of the semi-submersible. (iv) The present simulation method based on exact evaluation of the second-order wave forces can reproduce with reasonable accuracy the motions of the experimental model measured in a wave flume.

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計画系論文報告集目次 No.401 1989・7

原稿種別: 付録等
1989 年 401 巻 p. App2-
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_App2

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裏表紙

原稿種別: 表紙
1989 年 401 巻 p. Cover3-
発行日: 1989/07/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.401.0_Cover3

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