日本建築学会構造系論文報告集

表紙

原稿種別: 表紙
1990 年 416 巻 p. Cover1-
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_Cover1

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目次

原稿種別: 表紙
1990 年 416 巻 p. Cover2-
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_Cover2

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CONTENTS

原稿種別: 目次
1990 年 416 巻 p. Toc1-
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_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
1990 年 416 巻 p. Toc2-
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_Toc2

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奥付

原稿種別: 目次
1990 年 416 巻 p. Toc3-
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_Toc3

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摩擦時のやけど発生の観点からみた建築物仕上材料の相対的評価方法に関する研究

小野英哲, 井戸田まゆみ, 三上貴正

原稿種別: 本文
1990 年 416 巻 p. 1-8
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_1

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In this paper, we reported the process and the results of the development of a relative evaluating method of building finishing materials, from a viewpoint of occurrence of injury caused by frictional heat which is generated as human body is pressed or rubbed against building finishing materials. First, we made psychological scales which will indicate the degree of possibility of frictional injury, applying the method of sensory test. Then, we investigated how to measure the heat-producing property of finishing materials practically under the similar condition to the actual rubbing of human body. For this purpose, we newly designed and manufactured the apparatus, which is consisted of frictional mechanisms and a heat sensor. Next, we extracted proper physical quantity from the temperature-time data which were measured with the apparatus so as to correspond to the psychological scales. As a result, we presented evaluating indexes based on the relation between the psychological scales and the physical quantity, and a relative evaluating method of building finishing materials from a viewpiont of occurrence of injury caused by frictional heat.

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非線形破壊力学手法に基づく高強度ユンクリートの脆性化機構の考察

野村希晶, 三橋博三, 鈴木篤, 和泉正哲

原稿種別: 本文
1990 年 416 巻 p. 9-16
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_9

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The mechanism of brittleness in high strength concrete (HSC) has been studied using tension softening evaluation. The formulation of a discrete equation to simulate a mode-I crack propagation with tension softening is described. Concrete with three different compressive strength (F_c) of 32.2, 60.3 and 96.4 Mpa, and with the same aggregate was tested by three point bend test on notched beams. The parameters of bilinear tension softening model were estimated by optimizing the load-deflection curve of the HSC. Fracture energy (G_f) did not monotonously increase with in-creasing F_c: however, the G_f value of the strongest one decreased. Tensile strength and final crack opening displacement estimated showed respectively monotonous increase and monotonous decrease with an increase in F_c. The estimation data indicates that strengthening mortar matrix reduces crack progress between matrix and particles and effects crack penetrating through particles. It is concluded that mechanism of brittleness in HSC is attributed to a reduction in bridging at interface, furthermore, tension softening has an advantage to evaluate relative variation in internal structure of concrete.

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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

鈴木敏郎, 滝口克己, 堀田久人, 小島直樹

原稿種別: 本文
1990 年 416 巻 p. 17-25
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_17

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This paper is the fourth report on the leakage of gas through cracked concrete wall. For the purpose of formulating the leakage of gas through a crack in a concrete wall, eighteen specimens were tested and the following seven conclusions were obtained. (1) The leakage rate of gas through a crack in a concrete wall can be formulated accurately by the experimental equation based on compressible flow between two parallel plates. (2) Under limited conditions, the leakage rate of gas also can be formulated with enough accuracy by the experimental equation based on two-dimensional poiseuille's flow. (3) Although specimens are made and tested under the same conditions, considerable difference arises inevitably in the results of leakage tests. (4) The effect of the variation in the type of fine aggregate and the size of coarse aggregate is small and can be neglected. (5) The leakage of gas through a crack in the ordinary concrete with crushed gravel can be estimated by .the experimental equation (5). (6) Under limited conditions, the equation (6) can be recommened for practical use instead of the equation (5). (7) Deformed reinforcing bars decrease the leakage rate of gas.

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建築用仕上塗材の吹付工法に影響を及ぼす吹付ガン器のメカニズムについて

在永末徳, 村永和生, 佐治泰次

原稿種別: 本文
1990 年 416 巻 p. 27-33
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_27

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The weight of sprayings by spray gun is one of the most important factors on the workability of sprayings. In this paper, the suitable weight of sprayings by spray gun and many spray factors were examined experimentally and the equation of the weight of sprayings by spray gun was proposed theoritically. The following results were drawn from this study. 1) The maximum weight of sprayings is decided by the best efficent type in three jet types of spray gun. 2) The air pressure which produced the maximum weight of sprayings agrees with the most suitable spraying presure on many sprayings. 3) The flow quantity of compressed air increase with increasing the viscosity of sprayings. 4) The opening rate of nozzle does not influence on the weight of sprayings by spray gun, but influences on the corpuscle of sprayings which have effects on the texture of spray finishing. 5) The proposal equation by applying the jet theory agress, with the experimental value of the weight of sprayings by spraying gun.

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屋根防水層のふくれに及ぼす下地コンクリートの要因 : 屋根防水層のふくれ現象のメカニズムに関する研究・その1

橋田浩, 田中享二, 小池迪夫

原稿種別: 本文
1990 年 416 巻 p. 35-45
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_35

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This paper describes experimental and numerical investigations on pressure generation between membrane roofing and concrete substrate, in order to understand quantitatively the influence of property and moisture condition of concrete on blistering problem, which is one of the most common failures of membrane roofing. An air and water-vapor pressure in a void between concrete and a tight surface cover at elevated temperature was measured and a pressure diffusive equation in concrete for numerical analysis was derived. From both experimental and numerical results, it was proved that main factors of concrete substrate on the blistering pressure are moisture condition relating to water-vapor pressure and air-permeability. A numerical simulation of the blister growth presented has made clear that the numerical method proposed in this paper is useful for quantitative discussion on the blistering problem of membrane roofing.

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ケイ酸質塗布防水材料によるコンクリートの内部組織の変化 : 湿潤環境下における防水工法の研究・その1

田中享二, 呉祥根, 松本洋一, 小池迪夫

原稿種別: 本文
1990 年 416 巻 p. 47-56
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_47

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This paper deals with change in microstructure of concrete by siliceous coating. Two types of coatings, one is inorganic powder mixed with water and the other inorganic powder mixed with polymer emulsion, were used for the experiment. Water pressure was given on either the coated surface or the opposite side, and the nocoated specimen was also included for comparison. Two types of concrete, water/cement ratios of 0.55 and 0.70 by weight, were adoppted as substratum. For estimation on the effect of siliceous coating, crystal growth in microstructure was periodically observed through SEM until two years, and chemical components of crystals were analyzed with EDX and X-ray diffraction. The results of this study can be summarized as follows. 1) The effect of coatings on the growth of crystals reached into 2〜2.5mm from the coated surface, and the higher water/cement ratio of concrete, the more deep it reached. 2) The effect reached deeply in the specimen given water pressure on the coated surface than it given on the oppsite side. 3) Crystals grew larger and denser in microstructure, and changed into a plate or block type in progress of time. 4) Based on the EDX and X-ray diffraction, fibrous crystal mainly consists of Ca and Si, and it is concluded to be calcium silicate hydrate. Needle crystal consists of Al, Si, S and Ca, and it to be ettringite.

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地域的な震源スケーリング則を用いた大地震(M7級)のための設計用地震動予測

釜江克宏, 入倉孝次郎, 福知保長

原稿種別: 本文
1990 年 416 巻 p. 57-70
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_57

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We propose a synthetic procedure for predicting strong ground motion at a specific site from a future large earthquake using a semi-empirical method. First, we estimate regional scaling relations of source parameters based on the earthquake observation in the objective region. Next we propose the operations to correct the empirical Green's functions by considering the differences in stress drop, attenuation effect, Fmax, and radiation patterns between large and small earthquakes. The above method is applied to ground motion prediction for future earthquake (M=7, Δ=13km) caused by NEGORO fault in Wakayama, Japan. Here, we utilize 7 small-events with magnitudes of 3.3〜4.4, judging from the event locations and source characteristics. We evaluated the variation of ground motions synthesized using different small-event motions individually as empirical Green's functions, and we obtained the results wherein the peak acceleration and velocity of the synthetic motion using the small-event record of M 4.4 are comparable to the empirical values, estimated from Watabe's and Kanai's formulas, respectively, and the upper limits of the synthetic velocity response spectra show good agreement with the design response spectra by Osaki. On the other hand, synthetic motions using the records of smaller events than M 4, individually, as empirical Green's functions, tend to be underestimated compared with the empirical values, although the envelopes and the spectral shapes are similar to each other.

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三角スチフナを用いた鉄骨フープ筋コンクリート柱鉄骨はり接合部の終局耐力

鈴木敏郎, 瀧口克己, 堀田久人, 加藤征宏

原稿種別: 本文
1990 年 416 巻 p. 71-78
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_71

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Steel・hoop・concrete composite structure without longitudinal reinforcing bar was developed. This composite is abbreviated to SHC. The mechanical properties of SHC were discussed in the previous papers published in the AIJ Trans. Nos. 345, 348, 354, 391 and 394. This paper mainly deals with the joint panel of steel beam and SHC column. In this joint, triangle stiffners are used. Four cross shaped beam-column joint specimens were tested. Experimental variables were the amount of hoop reinforcement and the shape of column steel section. H-shaped and cross-H-shaped steel section were used in the column. Ultimate strength of the panel was analyzed. In the analytical model, steel web shear panel, steel flange frame, hoop reinforcement with concrete and concrete enclosed by steel share the panel moment. Hoop reinforcement with concrete is modelled to truss. The concrete in the panel is replaced by a strut. The section and the strength of the strut are decided considering the area of triangle stiffners and the confined effect. The ultimate strength of beam-column joint panel is well estimated by the analysis.

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強剛な付帯フレームをもつ耐震壁のスリップ破壊せん断強度

望月洵, 竹原雅夫, 小野里憲一

原稿種別: 本文
1990 年 416 巻 p. 79-89
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_79

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The objectives of this paper are firstly to propose a formula for estimating the slip shear strength of one-bay one-story shear walls surrounded with reinforced and stiffened frame, which simulate multistory framed shear walls, and secondly to examine its validity. The proposed formula is deduced from forty two specimens in the authors' experiment in which all the specimens failed in slip shear failure. The formula is expressed as follows, Q_<cal>=0.313F_c・t・l+Σ_cQ_y…(1) where the first term of Eq. (1) is the slip shear strength of the wall and the second is the summation of shear forces of the side columns at flexural yielding of their both ends. In order to examine the validity of Eq. (1), twenty two specimens in the authors' and other re-searchers' experiments are analyzed by using Eq. (1) and others' previous formulae for comparison. The analytical results show that Eq. (1) is more adequate than the others' formulae for estimating the maximum strength of the shear walls failed in slip shear failure.

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構造目地を有する鉄筋コンクリート造腰壁付き骨組の力学的特性に関する研究 : そのII-腰壁付き梁の力学的特性と曲げ強度評価式

塩屋晋一

原稿種別: 本文
1990 年 416 巻 p. 91-104
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_91

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In this study, the discussion is focussed on seismic behavior of reinforced concrete beams with a gap, called the "Structural Slits" in this paper. The purpose to provite the Structural Slits is to mitigate the undesirable effects of spandrels on reinforced concrete frames, such as failure of columns during an earthquake. In the previous report (part I), the influence of Structural Slits on the strength and the behavior of a reinforced concrete frame was described. In this paper, the flexural strength and the behavior of spandrel-beams with the Structural Slits are described and the equations to estimate the flexural strengths of the beams are presented. The conclusions of this paper are summarized as follows. (1) The load-displacement relationship for the spandrel-beams with the Structural Slits are influenced by the location of neutral axis due to flexure at the ultimate state of the Structural Slits. A maximum flexural strength of the spandrel-beams is equal to the ultimate loads of the Structural Slits in case where the neutral axis locates in the spandrels, and also equal to the strength of beam due to yielding of reinforcing bars in case where the neutral axis locates in the beam. (2) The equations proposed in this paper are available to estimate adequately the flexural strengths of spandrel-beams with the Structural Slits.

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ガス圧接継手の引張試験に関する調査研究 : 経歴の明確な試験片についての調査(2)

田中礼治, 西仁, 荒井高之, 成田一徳

原稿種別: 本文
1990 年 416 巻 p. 105-111
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_105

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This report presents the results of tensile tests carried out by two specific construction firms 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 from construction field were used to determine the percentage of the joints that failed in connection and the distribution of strength at failure. The following results were obtained from tensile tests conducted from July, 1987 to December 1988 by two specific construction firms on the total 19117 test pieces. The type of pieces was grade SD 35, and the diameters of the pieces ranged from D 19 to D 29. In this investigation, the factors related to execution enviroment, such as member location in columns and beams, and story numbers in the building were examined. 1. 55 pieces, or 0.29 % of the total number tested failed in connection. The connection failure rate increased with increasing diameter. 2. No piece failed below the long-time alowable tensile stress (2 200 kgf/cm2). 3. 0.016 % failed below the yield point specified in JIS (3 500 kgf/cm2). 4. 0.073 % failed below the tensil strength specified in JIS (5 000 kgf/cm2). 5. The average stress at failure of 55 pieces was 5 160 kgf/cm2, and was well above the yield point specified in JIS. 6. Out of the 55 pieces that failed, 3 or 0. 016 % of the total number tested, failed before the yield. 7. Out of the 55 pieces that failed, 52 failed after the yied. The average ratio of failure strength to yield strength was 1.38. 8. 0.25 % of the column pieces and 0.32 % of the beam pieces failed in connection. The connection failure rate of the beam pieces was bigger than that of the column pieces. 9. The stress at failure of the beam pieces was between 4 400 kgf/cm2 and 5 900kgf/cm2, and that of the column pieces was between 2 300 kgf/cm2 and 6 100 kgf/cm2. The stress at failure of the beam pieces is distributed in wider range than that of the column pieces. 10. The connection failure rate of basement pieces was bigger than that of the aboveground floor pieces. 11. The minimum stress at failure of the beam pieces was smaller than that of the column piece in each floor.

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角形鋼管柱の左右にせいの異なる梁が接合される場合の梁の剛性と耐力に関する研究

立山英二, 井上一朗, 松村弘道

原稿種別: 本文
1990 年 416 巻 p. 113-123
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_113

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At the connection of H-shaped beams and RHS-column as shown in Fig. 2, stiffness and moment capacity of smaller depth beam are govered by rigidity of column flange. In this paper, analytical study for predicting elastic stiffness and moment capacity of beam mentioned above and experimental results are reported. The elastic stiffness of beam was derived by assumig the column flange would behave as grid beams. For the moment capacity, the theoretical expression was developed based on the yield line theory. And to confirm the precision, the analytical results were compared with the experimental results obtained from 14 simple beam type specimens under monotonic loading and 5 cruciform type specimens of beam-to-column sub-assemblage under cyclic loading. In those tests, the parameters of specimens were thickness of RHS-column, disparity between lower beam flange and diaphragm, and width of beam-flange. The analytical results were closely coinside with the corresponding test results.

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予測型適応制御による可変剛性型制震システム : 制震構造の研究

小堀鐸二, 鎌形修一

原稿種別: 本文
1990 年 416 巻 p. 125-133
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_125

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The active adjustable stiffness system is a mechanical device with the ability to detune from the seismic ground motion. An adaptive control is newly adopted, in which an analytical observer predicts the optimal stiffness in each half cycle. From the results of a DIB analytical simulator, the control effect is evaluated as the isolation from the seismic dominant components and the cancellation of the resonant force by the seismic force. Some necessary control conditions and the required capacity of control devices are demonstrated.

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ネガティブフリクションを受ける建築構造物の沈下過程解析

土屋勉, 岸田了

原稿種別: 本文
1990 年 416 巻 p. 135-143
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_135

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A three-dimensional finite element method is presented to analyze the settlement process of buildings with pile foundations due to negative skin friction resulting from the consolidation by dewatering. Three cases are analyzed here by this method. These cases have the same characteristic parameters of soil, pile and superstructure except for the end-bearing and settlement (Npu-Wpu curve). The effects of the subgrade reaction coefficient of pile tip upon the downdrag forces and the differential settlements of buildings are discussed. To conclude the analysis, it is proposed that we should adopt the friction piles in the area where the ground subsidence has been continuously observed.

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「断層モデルを用いた強震地動の推定手法に関する研究-解析手法とその特性-」に対する討論(北川良和, 井上貴仁, 西出俊夫著日本建築学会構造系論文報告集, 第411号, 1990年5月掲載)(1)

佐藤俊明

原稿種別: 本文
1990 年 416 巻 p. 145-146
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_145

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「断層モデルを用いた強震地動の推定手法に関する研究-解析手法とその特性-」に対する討論(北川良和, 井上貴仁, 西出俊夫著日本建築学会構造系論文報告集, 第411号, 1990年5月掲載)(2)

壇一男

原稿種別: 本文
1990 年 416 巻 p. 147-148
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_147

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佐藤俊明氏, 壇一男氏への回答

北川良和, 井上貴仁, 西出俊夫

原稿種別: 本文
1990 年 416 巻 p. 149-151
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_149

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計画系論文報告集目次 No.416 1990・1

原稿種別: 付録等
1990 年 416 巻 p. App1-
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_App1

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裏表紙

原稿種別: 表紙
1990 年 416 巻 p. Cover3-
発行日: 1990/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.416.0_Cover3

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