日本建築学会構造系論文報告集

表紙

原稿種別: 表紙
1986 年 360 巻 p. Cover1-
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_Cover1

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目次

原稿種別: 表紙
1986 年 360 巻 p. Cover2-
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_Cover2

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CONTENTS

原稿種別: 目次
1986 年 360 巻 p. Toc1-
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_Toc1

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内容区分と表示について

原稿種別: 目次
1986 年 360 巻 p. Toc2-
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_Toc2

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奥付

原稿種別: 目次
1986 年 360 巻 p. Toc3-
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_Toc3

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建築仕上げ材料の艶の評価に関する研究

岡島達雄, 林裕二

原稿種別: 本文
1986 年 360 巻 p. 1-9
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_1

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Gloss of the surface is one of the important factors for selecting building materials. This paper describes the concept of gloss, and method of scaling the gloss of building materials, obtaines the psychological values of gloss for various types of building materials in the various conditions and discusses the correspondence of psychological values to physical ones. Followings have been concluded withing the present research. 1) Psychological value of gloss can be explained as a linear equation of psychological one of roughness. 2) Psychological value of gloss can be expressed as a linear equation of specular gloss.

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破壊力学モデル解析に基づく間接評価 : コンクリートの破壊靭性評価に関する研究

岸谷孝一, 平居孝之, 村上聖

原稿種別: 本文
1986 年 360 巻 p. 10-16
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_10

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As the applicability of Linear Elastic Fracture Mechanics to concrete strongly depends on an used specimen size, it is necessary to consider the non-linearity resulting from the existence of a fracture process zone in front of a notch tip for the estimation of fracture toughness using a small specimen. So, in this study the estimation of fracture toughness based on analysis of a fracture model considering the nonlinearity of a notch tip was called an indirect estimation, the applicability was investigated experimentally.

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複合応力を受けるコンクリートの破壊力学に関する基礎的研究

和泉正哲, 三橋博三, 野村希晶

原稿種別: 本文
1986 年 360 巻 p. 17-22
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_17

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江戸時代に建築された農家の水平加力試験の結果

杉山英男, 野口弘行, 鈴木秀三, 安藤直人

原稿種別: 本文
1986 年 360 巻 p. 23-30
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_23

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Since little field test on the full-scale farmer's house, constructed with old conventional wood-frame contruction, has been carried out, authors made the full-scale tests on the house built in the late eighteenth century to find out the stiffness of a whole house in the lateral direction under lateral loading and to measure the natural frequency of vibration by dynamic response to horizontal reciprocating motion of the small mass. In lateral direction, frame 4 is the only frame in which shear walls (mud wall backed by bamboo-lath) were arranged. The lateral load was horizontally applied by pulling two points on a beam in frame C through wires as shown in Figs. 3 and 4. The following can be concluded from the test results. (1) Lateral load was increased up to 7.1 tonf, corresponding 21. 5 % of the weight of the tested house to be used for calculation of design load for earthquake, after repetitive loading as shown in Fig. 7. The slope of columns at 7.1 tonf were much larger than 1/120 rad. which is regarded as the basic deformation in the evaluation of the allowable racking strength of shear walls being used in the present houses, but all the joints did not reach the dangerous stage. (2) Horizontal plane at tie beam level rotated apparently about point 0 as seen in Fig. 14. This phenomenon indicates that the displacement parallel to loading direction is linearly proportional to the rotation angle with respect to the center of rigidity. (3) The natural frequency was about 2.0 Hz for both lateral and longitudinal directions, but was a little bit decreased after repetitive loading.

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鉄筋コンクリート骨組の最適設計に関する研究 : その3 動的応答を考慮したRC骨組の設計

今井信宏

原稿種別: 本文
1986 年 360 巻 p. 31-43
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_31

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This paper describes an analytical method for the optimum design of reinforced concrete, frames considering the static dynamic responses. The brief contents of the study are as follows : 1) An optimal design method of reinforced concrete frames considering the dynamic responses of them is presented. In the design process, the sequential unconstrained minimization technique (SUMT) and the sub-structure method are applied to solve the minimum weight design problems. 2) A method to predict the reasonable design values for the optimum design values, is presented based on the minimum weight design method constraining on the eigenvalue of the first mode or the eigenvalue of the first mode, and the top and bottom story stiffness. 3) The minimum weight design of two types of reinforced concrete frames are carried out applying the above two methods, and the results are discussed. Subsequently, the seismic resistant capability of designed frames are examined by the inelastic earthquake response analysis.

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K型筋かい付鉄骨骨組の設計と終局耐力 : 筋かい付鉄骨造発電所建家の耐震設計法に関する実証的研究(その2)

武藤清, 津川恒久, 後藤幸義

原稿種別: 本文
1986 年 360 巻 p. 44-53
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_44

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The purpose of this study is to establish a rational aseismic design method, by means of experimental, and analytical research, applicable to the large turbine building of a thermal power plant, which accomodates many important equipment like steam turbines and generators, and incorporates aseismic elements composed of K-type braced frame. An elastic-plastic analysis was performed on the hysteretic behavior of K-type braced frames subjected to repeated horizontal load. The hysteretic behavior is largely influenced by the elastic-plastic behavior of the upper beam, because the brace is unable to hold it's full strength when the beam yield in bending by the vertical force caused by the braces unbalanced force. Parametric studies were conducted taking notice of elastic-plastic interaction behavior between the upper beam and braces to develop the design indicator of beams and braces and also to propose the ultimate strength formula for K-type braced frame. The analysis results are summerized as follows. * Interaction effects largely concerned with the hysteretic behavior were clarified by easy design indicator formula. * The hysteretic property of the system depends much on the upper beam performance such as moment of inertia and plastic moment. * The ultimate strength formula is derived herein using the design indicator. * A force restoring characteristic and the ultimate strength are easily controlled by only the upper beam performance, hence, rational aseismic design procedures are easily conducted using the proposed design indicator.

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回転壁を含む鉄筋コンクリート造骨組の地震応答解析

加藤大介

原稿種別: 本文
1986 年 360 巻 p. 54-63
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_54

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Regarding to the behavior of the structural wall in a low-rise reinforced concrete building, three basic modes of failure have been identified, (a) shear failure, (b) flexural failure, and (c) base rotation. Of these three modes, however, the effects of base rotation of a structural wall are not clearly understood. This paper reports the effects of wall base rotation on reinforced concrete frame behavior through inelastic earthquake response analyses. In the analytical model, the inelastic behavior of frame members and the uplifting rotation of a structural wall at its base were idealized. During the rocking of a shear wall, the energy would be dissipated when the wall's base touches the foundation. The analytical model was developed, considering rotational mass corresponding to the rotational moment of inertia of the wall and a reduction in kinetic energy over the impact. A three-story reinforced concrete building with shear walls on footing foundations, was chosen as a prototype building. Models of buildings were taken with some modifications from this prototype building in the Y-direction. Main findings through the inelastic earthquake response analyses are as follows : (i) The waveforms of isolated shear walls showed remarkable ripples of higher modes due to the vertical inertia force of walls. Analytical models, ignoring the mass corresponding to the rotational moment of inertia of. walls, showed waveforms different from the other waveforms. (ii) The vertical inertia force of walls had little influence on the waveforms of wall-frame buildings. However, it must be noted that this inertia force had a significant influence on the maximum displacement of wall-frame buildings.

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大スパントラス構造物の耐震性に関する研究 : 上下地震動を受ける平行弦トラスばりの耐震性について

加藤史郎, 石川浩一郎, 横尾義貴

原稿種別: 本文
1986 年 360 巻 p. 64-74
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_64

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The purpose of this paper is to formulate an analytical method for investigation for dynamic stability of trussed beams of long span due to vertical earthquake motions and also to express the quantitative earthquake resistant capacity in terms of the first natural period and the slenderness ratio of used upper chord members. The numerical modeling of the structures is shown to be efficient from a view point of computer calculation and has a preciseness for representing the lateral buckling of the upper chord leading to a collapse. The configuration and structural proportioning is designed according to Japanese Design Standard for Steel Structures under an assumption that the lateral buckling of the central upper chord brings about its collapse due to the vertical earthquake motion and its self weight. Varying the slenderness ratio of upper chords for the lateral buckling, the static and dynamic analysis has been performed including the plastic deformation and the parametric study for numerical results leads to the following conclusion : (1) The present trussed beams can endure an earthquake motion having more than 300 gals as its peak acceleration in the case of TAFT UD earthquake. (2) An efficient criteria, effective for a design practice, which can adequately evaluate the earthquake resistant capacity is shown possible to be expressed by several parameters as the first natural period, the factor of safety of the central upper chord against lateral buckling and a ductility parameter inherent to the slenderness ratio of the used member.

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鉄骨トラスばりの耐力と塑性変形性状に関する実験研究 : トラス構造物の耐震性に関する研究(1)

鈴木敏郎, 久保寺勲, 小河利行

原稿種別: 本文
1986 年 360 巻 p. 75-83
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_75

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The numerical analysis of failure process for truss structures will require a great deal of expenses and labor. It is the purpose of this paper to outline a procedure simplifying the failure process analysis for the steel truss beams. In this procedure, monotonic and repeated load tests are performed on truss beams, the load-deformation diagrams are obtained and they are replaced with a simplified model. It is assumed that the truss beam behaves in accordance with the idealized model curve.

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多変量解析による高層建物の基本固有周期略算式に関する検討

竹内吉弘, 渡辺雅幸

原稿種別: 本文
1986 年 360 巻 p. 84-93
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_84

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A brief formula of evaluating fundamental natural period of high rise building structure is discussed on the basis of natural periods of existing building by the methodology of multivariate statistical analysis. In the analytical procedure, the objective variable is defined as the residual value of natural period, from which the term evaluated by the item of height of the building structure is subtracted, because that the item of height controls remarkably the objective variables. The items, which are constructed by the several structural properties so as to describe the objective variables efficiently, are as follows : l) height of building structure above the ground, 2) total height, 3) story number above the ground, 4) total story number, 5) ratio of height above the groung and width of basement, 6) ratio of height of the part of steel construction and height above the ground, 7) aspect ratio, 8) ratio of height of the part of set-back construction and height above the ground, 9) a reciprocal of width of basement, 10) shape of the plan, 11) shape of the elevation, and 12) constant value. With regard to the criteria of significant level of items, the multiple correlation coefficients, partial correlation coefficients, and the ratio of variance of residual and regression are adopted. As the conclusion from analytical results, a brief formula for evaluation of fundamental natural period of high rise building structure is presented by using of the linear combination of four items, which are 1) height of building above the ground, 6) structural ratio, 7) aspect ratio, and 8) set-back ratio.

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静水圧型外荷重を受ける円弧アーチの安定問題

大森博司

原稿種別: 本文
1986 年 360 巻 p. 94-109
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_94

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Stability problem of thin elastic structures subjected to the external pressure have been discussed by many researchers. In most of these researches, characteristics of the configuration dependency of the external pressure have been thoughtlessly ignored, in spite of their rather large influencies which was firstly pointed out by H. Tsien. In this paper, the geometrically nonlinear analysis of the elastic circular arch with both ends hinged is carried out by both of the finite element method and the normal mode technique, in order to grasp the influence of the characteristics of the configuration dependency of the external pressure on the critical state of the elastic system. And there, the exact potential expression of the hydrostatic pressure connected with the displacements of the elastic system in the general curvilinear coordinate is derived and the direct descretization of this expression is used in the numerical analysis. From the results of these analyses, the following conclusions are obtained : (1) the bifurcation buckling occurs at the lower pressure level in the case of the hydrostatic pressure compared with the constant directional one, in the deep and thin circular arches. (2) the snap-through point comes to locate itself in the much higher pressure level than one of the bifurcation point in the deep and thin circular arch and both types of the external pressure- have the same tendency. (3) the normal mode method can maintain the relatively good accuracy to search the bifurcation point of these types of the external loads.

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木柱のねじりと膜のたわみについて

田中輝明, 松井源吾

原稿種別: 本文
1986 年 360 巻 p. 110-118
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_110

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In general, a wooden column can be assumed as an anisotropic member that has different modulas of rigidity in the direction perpendicular to the annual ring. By taking the stress function, an anisotropic wooden column loaded by torque can be solved and compared with isotropic solution. The solution of torsional problem in isotropic has been related to the membrane analogy. Hence, the corresponding torque acting to column can be obtained by experimentation of membrane analogy. And in the case of anisotropic problems the stress acting to the column can be investigated by making a comparison between new experimental method and theory.

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水平荷重をうけた多層鉄筋コンクリートフレーム柱の鉛直耐力(梗概)

嶋津孝之, S. M. PARVEZ MOHIO

原稿種別: 本文
1986 年 360 巻 p. 119-131
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_119

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最近,鉄筋コンクリート建物の耐震設計の基本理念として,フレームをはり降伏型に設計する考えが採用されてきている。地震時の水平応答変位を各層に分散させることを目的としたものであるが,鉄筋コンクリートはりは,基本的に原点指向の特徴をもつ剛性低下型の復元力特性を有している。したがって,はり降伏型フレームは地震を経験することによって,地震後,たとえ外観上は元にもどっても,はり端部に剛性低下域が生ずることになる。このようなフレームは,地震後の鉛直方向の抵抗性に関して,2つの問題を有していると考えられる。一つは,はり端部に剛性低下域が生じることによって,連層にわたる柱の鉛直荷重に対する安定性が低下する恐れがあることである。今一つの問題は,はりそのものの鉛直荷重に対する抵抗性能の問題である。本論文は,前者の問題をとりあげ,実施した実験的研究を報告するものである。特に,動的解析等からも相対的に大きな地霊力をうけることが明らかになっている中低層建物のフレームを対象としている。本論文では,まず,実験現象を追跡するために必要な理論式の誘導を行っている。大変形に至る正負繰返し水平荷重をうけた連層柱の鉛直耐力を求める方法をのべたものである。各層のはり端が降伏し,その位置に等価線形回転バネが存在するとし,一方,柱は一様断面で,やはり等価断面剛性を有する弾性体として扱っている。このような仮定に基づいて,エネルギー法(式(1)〜(3))を用いると,残る問題は座屈モードをどう仮定するかである。一般的な表現としては,式(6)の級数を用いることになる。しかし,この式を高次不静定フレームに用いる場合には,きわめて繁雑な計算を必要とする。本論文では,水平荷重をうけたフレームを対象にしていることから,鉛直荷重に対する座屈モードが1次モードになることを考慮して,式(7)の形状のモードを仮定した。この場合には,この式を式(3)に代入して,座屈荷重が最小となるmを求めればよい。さて,現実の建物においては,柱には,各層ごとに,はりから力が伝ってゆくが,かりに,柱には,層ごとに等荷重が加わり,かつ各層高が等しいとすると,そのときの運層柱の鉛直耐力は式(8)によって求めることができる。また,次節でのべる実験的研究において実施したように,柱への鉛直荷重を,運漕柱の頂部への集中荷重に置きかえた場合の鉛直耐力は式(12)によって求めることができる。一方,水平荷重をうけていない場合には,柱の圧縮耐力できまるので,式(16)を用いることができる。このような理論式の有効性をみるために,4層および2層の小型フレームを用いた実験を行った。基準試験体は図3に示す一文字型の1スパン建物を想定し,その1フレームをきり出したもので,水平保有耐力計算値はフレーム(6層)だけでは,相当重量に対し. 0.09であり,耐震壁と併わせて,建物全体としての耐震性能目標を0.30としている。試験体は全部で8体であり,うち5体は,水平荷重を加えたあとに,鉛直耐力を調べた。ほかの3体は,直接,鉛直耐力だけをみたものである。また8体のうち6体は4層で,2体は2層であるが,図4に示す理由で,それぞれ6層および3層を表している。また高さ方向に,はりの主筋量を変化させたものと,主筋量の総和は同じで,各層はりに均等配分した,極限設計の立場から設計した試験体とがある。表1に各試験体の詳細を示す。さて,上記の水平荷重後の鉛直耐力検討用4層および2層試験体と原型の6層および3層骨組について式(12)および式(8)を用いて,各変数に2つの値を与え求めた耐力計算値を比較したのが,表3である。C 63-42 H 試験体を除いて,試験体と原型とが,ほぼ似かよった値になることがわかる。またこの表から,はり端バネ剛性K_<ei>の値が,運層柱の鉛直耐力に最も大きな影響力をもっていることがわかる。次に柱の等価剛性らの値が影響力をもち,最後にたわみ形状である。加力測定の様子を図6に示す。水平荷重は正負等振幅の繰返し加力で,そのプログラムを表5に示す。頭部最大移動率が2×10^<-2>rad.になるまで水平荷重を加え,そのあと,鉛直耐力を調べた。実験結果は表6,7および9,図7〜10および13に示すとおりである。実験結果を要約すると,まず,水平荷重時においては頂部最大移動率2×10^<-2>rad.での耐力を実験値と計算値を比較したところ,表7に示すように,ほぼ一致した結果がえられた。ここに計算値とは,はりはすべて降伏していると仮定し,1層柱脚の剛性低下率を考慮したものである。柱断面の曲げモーメントー曲率曲線を図11に仮定し,式(17)(18)を用いて求めた。表7に示すように,剛性低下率α_Hよ0.33〜9.53であり,柱脚も,大体降伏耐力に達して,ほぼ崩壊時の耐力計算値といえる。一方,鉛直荷重に対する耐力について,実験値と計算値を比較したのが,表9である。計算値の方は,次の仮定のもとに,式(12)を用いて求めたものである。i)各層はりの等価線形バネ剛性は,水平荷重時の頂部最大変位に基づいて求める。ただし,たわみ形状は,式(7)のmが最小値をとるときの形状になるよう,試行錯誤によって求める。ii)柱断面に,軸力が加わってゆく場合の断面の曲げ剛性は図11の曲線に従うものとする。図12は,最終的に計算値がえられる様子を示したものである。さて,表9から明らかなように,C 63-42 H 試験体を除いて,実験値と計算値は,ほぼ一致しているといえる。C63-42 H は,最大耐力時に,頂部水平変形が著しく増加し,水平荷重時の最大変位を大幅に越えた。上層のはりの等価剛性が計算仮定の値より,相当低下していることが考えられる。以上より,弾性応力分布に基づいた,現行設計法のように,上層ほど,はりの抵抗を小さくする場合には,水平荷重をうけたあとの連層柱の鉛直耐力は小さくなることが予想され,極限設計法の開発が望まれることがわかった。なお,鉛直耐力計算値を求める際にえられた柱の剛性低下率叫は0.66〜0.89であり,水平荷重時のα_Hとかなり違った値になる。最後に,図13において,最大耐力時の座屈モードを,ほぼ予測できることを示した。

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鉄筋コンクリート部材における付着劣化過程の解析的研究 : その2 柱はり接合部実験の解析

多田利正, 武田寿一

原稿種別: 本文
1986 年 360 巻 p. 132-139
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_132

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Analytical method to evaluate bond deterioration process in reinforced concrete members described in the part 1 of this report was applied to the pullout problems of beam reinforcements in cruciform beam-column joint specimens subjected to seismic loading. The details of analyzed specimens are almost the same except followings. A-D-F-specimen-column width is 30 cm (19 d ; d : Diameter of beam bar. ) C-specimen-column width is 30 cm, but beam longitudinal bars of the column width portion were induction heat-treated to prevent yielding. N-specimen-column width is 45 cm (28 d). 0-specimen-column width is 60 cm (37. 5 d). Moment-rotation characteristics of beam end hinges, pallouts of beamreinforcements, dislributions of bond stress-slip, steel stress-strain, concrete stress-strain, histories of steel strain and energy absorbing characteristics were discussed.

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支管より曲げをうける長方形鋼管分岐継手の局部破壊 : 角形鋼管T形分岐継手に関する研究 2

田渕基嗣, 金谷弘

原稿種別: 本文
1986 年 360 巻 p. 140-146
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_140

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The present paper examines the effect of depth to width ratios of chord and branch members on the strengths of T-joints when rectangular hollow sections are used for these members. The conclusions are as follows : 1) It is reasonable to use the following modified local load for evaluating the strength of joints with rectangular hollow section branches. P_<Lf> (Z_f)/Z ((d-t))/M Here, Z = elastic section modulus of branch Z_f = elastic section modulus of only the branch flanges 2) The depth to width ratio of chord does not influence the strength of joints. 3) The strain distribution on chord web of equal width joint is calculated by the deflection curves of a beam which is assumed chord upper flange on an elastic foundation which corresponds to the chord web. 4) The local deformation of chord flange at yield strength is estimated by Eqs. (8) and (9).

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鋼管柱・H形はり接合邦の局部耐力 : 鉛直荷重実験および水平荷重実験

上場輝康, 金谷弘, 田渕基嗣

原稿種別: 本文
1986 年 360 巻 p. 147-156
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_147

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In. the preceeding paper (Ref. 2), the empirical formulae for estimating the local strength of connections were derived by the dimensional and the regression analysis on the basis of the simplified model test results in Ref. 1. The empirical formulae are as follows : For the the maximum strength. _cP^<max>=(3.81B_f/D+1.72)(t_p/R)^<0.782>(t_s/R)^<0.564>((t_p+h_s)/R)^<0.386>_<σy>R^2 For the yield strength, _cP_y=0.65_cP_<max> The purpose of the present paper is to describe the local failure of practical connections with ring stiffeners, subjected to vertical or horizontal loading, and discuss whether Eqs. (1) and (2) are available for those connections or not. The results of the experiment and the investigation are summarized as follows ; 1) By the interaction of tension and compression flanges of H-beam, the local strengths are reduced only slightly when the beam depth ratio (H/D) is decreased. 2) Since local deformation of connections under horizontal loading are smaller than those of vertical loading, the local strengths of connections under horizontal loading are larger than those under vertical loading. 3) The local strengths of the practical connections which failured due to the local deformation are estimated with Eq. (1) and (2). 4) In the horizontal loading test, the.yield strengths are estimated by Eq. (2) in the case of _cM_<ly>/_cM_<py>≦1.0 and by Eq. (5) or the calculated yield strengths of members (beam or column) in the case of _cM_<ly>/_cM_<py>>1.0.

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開断面耐震壁を含む立体骨組の略算法-[D] 値法 : 一般骨組内の開断面立体耐震壁の解析についてその2

荒井康幸, 柴田拓二

原稿種別: 本文
1986 年 360 巻 p. 157-164
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_157

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The shear walls with a U or L shaped section are commonly employed in building structure to resist the forces imposed by earthquakes. An approximate method for analysis of space-frame with open-section shear walls subjected to lateral loading is presented in this paper. The presented method is an extensive proposal for Dr. Muto's D (distribution)-value method for seismic analysis of reinforced concrete building, where the D-value of open-section shear wall is eiven in the form of a matrix which consists of horizontal rigidity and torsional rigidity. The basic theory of the D-value matrix was presented in authors' previous paper. The method is convenient to hand calculation using a desk calculator.

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集合住宅の鉄筋コンクリート造床スラブの実態調査

望月重, 望月洵, 松崎育弘

原稿種別: 本文
1986 年 360 巻 p. 165-174
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_165

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The reports of accident in performance by large deflection, cracks, vibration etc. of reinforced concrete floor slabs of apartment houses have been increased. On the other hand, the area of one room of apartment houses has become large for the variation of planning and rationalization of construction. So it is very important to know the actual conditions of reinforced concrete floor slabs under dead and live load. But there are few investigations on what we call sound reinforced concrete floor slabs. From the forgoing points, this paper presents the synthetic investigation on actual conditions of what we call sound reinforced concrete floor slabs used for apartment houses passed about five years after construction. The investigation is composed of exactness of construction, crack occurrence and vibration behavior. In the investigation of exactness of construction the strength of concrete and cover and pitch of reinforcing bars were measured. In the investigation of crack occurrence the pattern of cracks and numbers and width of cracks were measured. In the investigation of vibration behavior the frequency and amplitude of vibaration of floor slabs by sand bag and bang machine as forcing source were measured. Lastly, the coefficents of correlation among items of measurment are evaluated. The results gained by this investigation are used to the evaluatoin standard of reinforced concrete floor slabs of apartment houses.

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SI単位の換算率表

原稿種別: 付録等
1986 年 360 巻 p. App1-
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_App1

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裏表紙

原稿種別: 表紙
1986 年 360 巻 p. Cover3-
発行日: 1986/02/28
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.360.0_Cover3

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