日本建築学会構造系論文報告集

表紙

原稿種別: 表紙
1988 年 384 巻 p. Cover1-
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_Cover1

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目次

原稿種別: 表紙
1988 年 384 巻 p. Cover2-
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_Cover2

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CONTENTS

原稿種別: 目次
1988 年 384 巻 p. Toc1-
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_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」原稿募集

原稿種別: 目次
1988 年 384 巻 p. Toc2-
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_Toc2

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奥付

原稿種別: 目次
1988 年 384 巻 p. Toc3-
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_Toc3

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高温におけるコンクリートの応力-ひずみ関係の定式化(梗概)

古村福次郎, 呉昌熙, 安部武雄, 金和中

原稿種別: 本文
1988 年 384 巻 p. 1-14
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_1

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ひびわれの生じたコンクリート壁からの気体漏洩に関する実験研究 : 気体の圧縮性を考慮した実験式の検討

鈴木敏郎, 滝口克己, 堀田久人, 井出豊

原稿種別: 本文
1988 年 384 巻 p. 15-25
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_15

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In the previous paper(Trans. of A.I.J. No.373), the degree of gas leakage through a single crack in a concrete wall was discussed and the following equation was proposed to estimate the leakage rate : Q=α-・Δp・W^3/(μ・T) where W=crack width, T=wall thickness, μ=viscosity of gas, Δp=pressure differential across the wall, coefficientα^^- is a function of W (crack width). This paper deals with additional leakage tests and new equations. In order to study the effect of irregularities of crack surfaces, leakage tests were executed using four kinds of concrete. Leakage test of an idealized crack made of two parallel glass plates was also carried out. In this paper, the leakage test results were arranged by taking into account the compressibility effects on the gas flow. Conclusions are as follows. 1) Q (leakage rate) can be estimated by the following equation : f= W^3・(P^2_1-P^2_2)/(2・P_0・Q^2・ρ_0・T) f=a(W)/Q+b(W) where P_1=pressure at the inflow pressure box, P_2=pressure at the outflow pressure box, P_0=1.01325×10^5 (Pa), ρ_0=density of gas, f=coefficient of friction, a(W) and b(W) are experimental functions. 2) The coefficient of friction f is influenced by the particle diameter of aggregate and the shape of aggregate. 3) To say the least, in the range of 0.8×10^5 (Pa)≦P_1, P_2≦1.2×10^5 (Pa), Δp≦0.2×10^5 (Pa), R_e(apparent Reynolds' number)≦10^2, the equation presented in the previous paper can be applicable and can be recommendable for practical use.

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安全性からみた浴室床および浴槽底のすべりの評価方法に関する研究 : その1 すべり抵抗の測定方法の設定および浴槽縁断面寸法の設定

小野英哲, 上野静二, 横山裕, 大野隆造, 三上貴正

原稿種別: 本文
1988 年 384 巻 p. 26-33
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_26

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This paper presents the basic knowledges to evaluate the slipperiness of bathroom floors and bathtub bottoms from a viewpoint of safety. First, the measuring method of slip resistance under the condition that the liquid like water, liquid soap, etc were existed among naked foot and bathroom floor or bathtub bottom, was studied. As a result of this study, the appropriate measuring method using O-Y・PSM (O-Y Pull Slip Meter) which was developed by the author, and the appropriate physical value C. S. R・B (Coefficient of Slip Resistance of Bathroom Floor) which indicate the slipperiness of bathroom floors and bathtub bottoms, was obtained. Second, the relation between the easiness to cross the bathtub's edge and its sectional proportion, was studied. And based on the result of this study, 3 proportions which will be used at the sensory test about the evaluation of slipperiness reported at Part 2, was settled.

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海塩粒子捕集量におよぼす気象因子の影響

冨板崇, 樫野紀元, 高根由充

原稿種別: 本文
1988 年 384 巻 p. 34-41
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_34

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Buildings in coastal area are damaged by the flight of sea water aerosol, which is produced from crashing sea waves. It is rather necessary to know the quantity of salinity in the air before taking some measures against salt damages. Authors have been monitoring the amount of sea water aerosol in the air at Choshi, Asahikawa, Naha and Nishihara, by using gauze method regurated by JIS Z 2381. The relations between monthly amounts of salinity and hourly precipitation, wind direction, velocity data introduced by AMeDAS weather data were obtained. The results are summarized as follows : 1) There is certain correlation between the amounts of salinity in the air and wind velocity of each direction. And it is affected by rain. 2) The rain gives moisture to gauze spacimens and it makes easier and stronger to collect salinity in the air than in dry circumstances. Also the rain washes sea water aerosol away even in the moist atmosphere. 3) It was cleared that geographical features as a barrier for sea water aerosol intercept its flight. Where geographical barrier is not existent, flight direction of sea water aerosol is significantly invariable.

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距離による建築仕上げ材料の「見えの変化」 : 近距離における内装壁材を中心として

岡島達雄, 若山滋, 野田勝久, 菊池真二

原稿種別: 本文
1988 年 384 巻 p. 42-49
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_42

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The apperance of a building material changes with the distance between the place where people stands and the place where the material exists. In a small distance, people can recognize the materials in minute details such as wood grains. The object of this paper is to consider the change of apperance of building materials for inner walls with distance. The eighteen samples of material were used for the test.

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多軸応力下のコンクリートのひずみ測定方法

岡島達雄, 河辺伸二, 岩下恒雄

原稿種別: 本文
1988 年 384 巻 p. 50-57
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_50

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The purpose of this study is to propose a method of strain measurements under multi-axial stress condition. By adopting the cube specimen, we can apply the load different from each other in three directions. At the triaxial test, six steel brushes covered the specimen, and there was no space to put wire strain gages or displacement devices on the surfaces of the specimen. Therefore, the cube specimen with chamfered edges was selected to measure strains by utilizing the chamfered edges. Six pairs of displacement measuring devices were set on the chamfered edges of the specimen in three directions (α, β, γ) as shown in Fig.2. The deformation in a specific direction was measured as the sum of the outputs from a pair of displacement devices placed in the diagonal and opposite edges in the same direction of the specimen. The strains, ε_X, Ε_Y and E_Z in X, Y and Z directions can be written in the equation (10), as the terms higher than the second order are negligibly small. The experimental strains that were measured in the manner described above are compared with the strains that were measured with wire strain gages mounted on its sides, both in the uniaxial compression test of the same specimen. The stress-strain relations of the two were almost the same, so that the validity of the method of strain measurement proposed in this study is experimentally proved.

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鉄筋コンクリート造建築物における鉄筋のかぶり厚さの信頼性設計手法の提案 : コンクリートの中性化によって鉄筋が腐食する場合

和泉意登志, 嵩英雄, 押田文雄

原稿種別: 本文
1988 年 384 巻 p. 58-67
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_58

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A calculating method of the cover thickness for reinforcement required for providing durability to reinforced concrete structures was studied based on the concept of the reliability engineering. The main results are summarized as follows. 1) The corrosion probability of reinforcement (P), caused by carbnation, is calculated using the average value (Ct) and coefficient of variation (v) of the carbonation depth of concrete, and the average value (D) and standard deviation (σ) of cover thickness for reinforcement. This is due to the test results that the scatter of the carbonation depth of concrete and the cover thickness for reinforcement is approximated by the normal distribution. 2) Using this corrosion probability of reinforcement, a failure condition of a reinforced concrete structure can be quantitatively defined. 3) The design thickness of the concrete cover (Dd) required for providing durability can be determined with the expected service life (T), the environmental condition (α), the finishing material (β), the water-cement ratio of concrete (x), the coefficient of variation of the carbonation depth of concrete (v), the standard deviation of the cover thickness for reinforcement (σ) and the allowable probability of reinforcement corrosion (P0) at the falure condition of a reinforced concrete structure. 4) This method is also applicable to the design of the quality of concrete and finishing materials required for providing durability and to the estimation of the remaining service life of existing reinforced concrete structures.

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吸収エネルギー解析に基づくRC構造曲げ破壊部材の繰り返し疲労損傷評価

衣笠秀行, 野村設郎

原稿種別: 本文
1988 年 384 巻 p. 68-79
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_68

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Reinforced concrete beams subjected to various cyclic loadings are investigated by using nonlinear FEM analysis in order to clarify the characteristics of energy absorption. And a few considerations are obtained. 1. The energy absorption which is obtained within the maximum deformation experienced so far under cyclic loading is quite different from that obtained beyond the former maximum deformation. 2. The energy absorption which is obtained beyond the former maximum deformation under cyclic loading is very similar to that obtained under monotonic loading. A method for evaluating structural damage in reinforced concrete members under arbitrary cyclic loading is proposed on the basis of the analysis, where it is assumed that the energy which is absorbed by concrete is closely connected with the damage of reinforced concrete members.

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変位関数に曲げ縮み連成項を含む一元複合非線形有限要素法

石田修三, 森迫清貴, 山本靖

原稿種別: 本文
1988 年 384 巻 p. 80-89
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_80

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This paper proposes a new displacement function taking account of axial shortening of elements due to bending. One dimensional combined nonlinear finite element method is formulated using the new displacement function. This method is a modified version of the original FERT (Finite Element method with Rigid-body-motion coordinates and Transfer matrix technique, see for Ref. 15), and will be called FERT-B. Several examples are shown for geometrically nonlinear analysis and for combined nonlinear analysis. The following conclusions for the FERT-B have been derived : (1) Introducing flexural shortening coupling terms into displacement functions remarkably improves the numerical efficiency of geometrically nonlinear analysis. (2) The FERT-B is also available for the combined nonlinear analysis without any modification. (3) The number of variables in computer program for the FERT-B is perfectly equal to that for the original FERT.

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一様流中の一方向吊屋根の自励振動についての風洞実験

松本武雄

原稿種別: 本文
1988 年 384 巻 p. 90-96
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_90

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Characteristics of the responses of elastic one-way type suspension roof models and characteristics of the fluctuating pressures on the corresponding rigid roof models in a smooth flow have been examined by wind tunnel tests. Main findings are : 1) The internal volume much influences dynamic properties of elastic models. Symmetric mode oscillations, which need change of the internal volume, do not occur to models with the internal volume V_i =25×25×80 cm^3. 2) Suspension roofs in the smooth flow do exhibit self-excited oscillations. Model A, both in the cases of V_i =∞ and V_i〓∞, has exhibited self-excited oscillation in the anti-symmetric first mode in the flow velocity range U_h/f_2L〓1.1, where U_h is the flow velocity at the wall height, f_2 the natural frequency of the anti-symmetric first mode oscillation and L the span. Model B, V_i =∞, has exhibited self-excited oscillation in the symmetric first mode in the flow velocity range 2.1<U_h/f_1L<〓2.6, where f_1 is the natural frequency of the symmetric first mode oscillation, and self-excited oscillation in the anti-symmetric first mode in the flow velocity range U_h/f_2L〓1.2. Model B, V_i 〓∞, has exhibited self-excited oscillation in the anti-symmetric first mode in the flow velocity range U_h/f_2L>1.0. 3) The spectra of the fluctuating pressures on the rigid roof models do not have any distinct peak. It shows that the shear layers, which develop from the windward edges of the rigid roof models, do not become vortices. Thus, the self-excited oscillations mentioned above is not the vortex-excited oscillation, though a few researchers claim that they are.

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長期圧密および過圧密履歴を受けた粘性土の動的変形特性の推定法 : 地盤の動的変形特性の評価法に関する研究(I)

安達俊夫, 榎並昭

原稿種別: 本文
1988 年 384 巻 p. 97-105
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_97

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In analysing earthquake response of the ground, it is necessary to estimate the dynamic deformation properties of soils with use of the in situ seismic survey and laboratory test. In practice, shear moduli at small strain levels are measured from the in situ seismic survey, on the other hand strain-dependent changes of shear moduli and damping ratios are measured from the laboratory test. Then, in order to correlate these two test results of the in situ and laboratory with each other, shear moduli at small strain levels measured from the in situ and laboratory test are needed. According to the previous studies dealing with the comparison between these two test results, however, large differences between the in situ and laboratory shear moduli were observed in the case of the firm clays and dense sands. It is considered that these differences may be attributed mainly to effects of sampling disturbance, long term consolidation and overconsolidation histories. In this paper, the authors proposed the prediction method on the dynamic deformation properties of clays subjected to long term consolidation and overconsolidation histories. This method is based on the hyperbolic stressstrain relationship, which is called "the Hardin-Drnevich model". The results estimated by the proposed method were in good agreement with the observed results by the cyclic triaxial test, which were performed to investigate the effects of confining pressures, consolidation time and overconsolidation ratios on strain-dependent changes of shear moduli and damping ratios of clays. Finally, the application of this method to the in situ dynamic deformation properties was given and at the same time the strain-dependency curves of shear moduli and damping ratios predicted by the proposed method were compared with those by the correction methods of other investigators.

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ラーメン内におけるせん断破壊型耐震壁の非弾性性状 : 主としてスリップ破壊型耐震壁について

望月重

原稿種別: 本文
1988 年 384 巻 p. 106-115
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_106

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In an appendix of Structural Calculation of Reinforced Concrete Structures, failure governed by slipping of wall panel is to be adopted as desirable failure pattern of earthquake resistant wall. There are many studies about slip failure of isolated earthquake resistant walls, but few ones about slip failure of earthquake resistant walls filled in frame. From the above point, experiments on three story and three span frame with a wall governed by shear failure are made under horizontal force. The analysis replacing the cracked wall panel with compression and tension bracings and applying the strength of slip failure for compression bracings studied by author is proposed. Computed results by the theory coincide fairly well with tested results through load-angle of slope deflection, load-end moment of surrounding frame and adjacent frame of wall panel, failure pattern, etc. Conclusions on experiments and theory of earthquake resistant walls governed by shear failure filled in frame are as follows. (1) To get ductile behaviors of frame with shear wall, sufficient reinforcement for shear and tensile force of surrounding frame are necessary. (2) The analystic method presented by author is appliciable for evaluating inelastic behaviors of frame with earthquake resistant walls governed by shear failure. (3) It is necessary to study not isolated shear wall but shear wall filled in frame for more accurate study of slip failure.

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計画系論文報告集目次 No.384 198・2

原稿種別: 付録等
1988 年 384 巻 p. App1-
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_App1

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裏表紙

原稿種別: 表紙
1988 年 384 巻 p. Cover3-
発行日: 1988/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.384.0_Cover3

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