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原稿種別: 表紙
1981 年300 巻 p. Cover1-
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーPDF形式でダウンロード (65K) -
原稿種別: 表紙
1981 年300 巻 p. Cover2-
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーPDF形式でダウンロード (65K) -
原稿種別: 目次
1981 年300 巻 p. Toc1-
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーPDF形式でダウンロード (82K) -
原稿種別: 付録等
1981 年300 巻 p. App1-
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーPDF形式でダウンロード (31K) -
坂本 順, 小浜 芳朗, 棚橋 泰治, 片山 哲也原稿種別: 本文
1981 年300 巻 p. 1-9
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーIn the preceding paper [I], a hypothesis of accumulation law and stochastic equations for randomly accumulated plastic deformations are presented and also, analytical methods are described. Analytical examples of random accumulations in Steel and Steel Reinforced Concrete members under random curvature amplitudes are shown and based on the numerical results with Monte-Carlo simulations, random damages are discussed in this paper.抄録全体を表示PDF形式でダウンロード (1158K) -
中村 恒善, 鎌形 修一, 小坂 郁夫原稿種別: 本文
1981 年300 巻 p. 11-18
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーA complete set of uniaxial constitutive relations has been formulated on the basis of the non-stationary hysteretic uniaxial stress-strain relations in Ref. [6] and [8] due to the senior author. While Ref. [6] has provided empirical formulae for determining the parameters in a Ramberg-Osgood representation of a smooth piece of stress-strain curves, some postulates and tentative assumptions have to be introduced for applications of the formulae to various possible series of successive path pieces. In order to provide a complete transition law from one smooth path piece to the next, a detailed classification of path patterns has been made and necessary ingredients of a computer subroutine of the constitutive law have been clarified. A brief explanation has been included of a method of generating incremental member stiffness matrices to be incorporated in a computer program for frame analysis.抄録全体を表示PDF形式でダウンロード (1169K) -
前田 潤滋, 牧野 稔原稿種別: 本文
1981 年300 巻 p. 19-29
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーThree methods are well known for estimation of spectral densities of descrete time series; Blackman-Tukey, Cooley-Tukey (FFT) and auto-regressive model (AR) methods. The fundamental properties of FFT and AR methods are reviewed for the methods of spectral analyses of turbulent winds since Blackman-Tukey method is equivalent to Cooley-Tukey method in the viewpoint of statistical errors of estimates. In this paper it is shown that the choices of record length and sampling frequencies by using the scale of turbulence and the nondimensional frequencies are very useful. Comparisons of these two methods are illustrated by numerical examples on observed data. FFT method has a few demerits which are not sufficiently refined by averaging and/or window operations, while AR method is preferable for estimating spectral densities of turbulent winds though these statistical errors are not defined.抄録全体を表示PDF形式でダウンロード (1457K) -
河井 宏允, 石崎 溌雄原稿種別: 本文
1981 年300 巻 p. 31-39
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリー角柱の風上面に作用する風圧変動に関する風洞実験結果から, その性質について次の諸点が明らかとなった。(1) 角柱風上面に作用する風圧変動のパワースペクトルは, 低周波数領域においては一般流の風速変動のスペクトルを同形となるが, 高周波数領域では風圧変動の方がスペクトルの減少勾配が大きい。風圧変動のスペクトルの減少勾配は停流点に近い程大きく, 停流点付近でのスペクトルの減少勾配は周波数の-3乗に比例する。(2) 風圧変動のスケールは, 鉛直(角柱の軸方向)及び水平方向(軸直角方向)とも, 風速変動のスケールより大きい。また風圧変動のスケールは, 角柱の幅と乱れのスケールの比B/L_xが大きくなる程増大する。B/L_x=1.47付近における風圧変動のスケールは鉛直方向が風圧変動のスケールの約1.5倍, 水平方向が約2.0倍程度である。(3) 風圧変動の周波数別相互相関, 即ち正規化コスペクトルも, 風速変動のコスペクトルより大きい。この傾向は特に高周波数領域で顕著である。風圧変動の鉛直方向のコスペクトルは, 風速変動と同じように測点間の距離と乱れのスケールとの比ξ/L_xによって大きく影響されるが, 水平方向のコスペクトルはξ/L_xによってあまり影響を受けない。(4) 物体の風上における乱れの変形を考慮に入れたHuntの理論は, 定性的には本実験結果と極めてよく一致する。しかし, 風圧変動のパワースペクトルの高周波数領域での減少勾配が大きく異なる点等に見られるように, 定量的には問題があり実際の高層建築物の応答評価にそのまま適用できるものではない。この要因は, Huntの理論が乱れ強さが小さいという条件のもとに, 乱れの変形に及ぼす粘性の効果を無視していることにあると考えられる。実際の問題のように乱れ強さが大きい場合, 乱れが物体周囲の平均的な流れによって急速に変形しきらないうちに, 乱れの相異なる周波数成分間の相互作用によってエネルギーが交換されていると思われる。(5) 角柱の風上面の風圧変動とその風上の風速変動を結びつける線型交換子(pressure/velocity admittance)は, Huntの理論で予測される高周波数領域のみならず, 解析したすべての周波数領域で無次元周波数n・B/Uのみの関数で表現することができ, 次式で近似することができる。[numerical formula] ここにαは角柱の中央点からの水平距離によって決まる係数で, 停流点の場合2/3となる。しかし, 以前筆者等が予想したように, αは角柱の中央点からの相対距離2y/Bのみの関数とはならず, 同じ相対距離でのαの値はB/L_xが大きい程大きくなる。(6) 本実験の結果を考慮して計算した高層建築物のガスト影響係数は, 鉛直及び水平方向の正規化コスペクトルの係数C_V, C_Hをそれぞれ8及び20としてDavenportの方法によって計算した値よりも15%〜20%程度大きく, C_V=C_H=8とした場合の計算値とほぼ等しい。従って, 実用上は, C_V=C_H=8としてDavenportの方法によってガスト影響係数を計算すればよい。抄録全体を表示PDF形式でダウンロード (1182K) -
吉崎 征二, 狩野 芳一原稿種別: 本文
1981 年300 巻 p. 41-48
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーACI method for predicting the strength of slab-column connections that transfer shear and moment is based on a linear variation in shear stress. Calculated values by this method are conservative when compared to measured strengths. That conservatism is due to an underestimation of the moment which is transferred between the slab and the column by torsion. Torsion tests of slab-column connections were carried out to directly investigate the magnitude of the moment that can be transferred by torsion. Based on the test results, cracking patterns, failure mode, relationship between torsional moment and angle of rotation, ultimate strength, etc. are described with figures and tables in this paper. Consequently, it is proved that the moment which can be transferred between the slab and the column by torsion, when converted into a torsional shear stress by full plastic formula, equals about 100kgf/(cm)^2 and is far greater than the value assumed in the ACI method. A method for predicting the strength of slab-column connections transferring shear and moment is suggested.抄録全体を表示PDF形式でダウンロード (983K) -
江上 外人原稿種別: 本文
1981 年300 巻 p. 49-55
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーThe rigidity of joints has a powewful effect on the stress distribution in the plane structures composed of the precast reinforced concrete panels. For that reason, it is desired that we compute the stress distribution in the plane structures by establishing the method of structural analysis on the precast reinforced concrete panel structures and establish a seismic analysis of that. In this paper, it was ascertained that we could find out the magnitude of the rigidity of joints by experimental studies on the joint in the precast reinforced concrete panel structures composed of two panels and could adopt these values on this analysis. For this reason, the methods which replace the panel joints in the plane structure with the other kind members and adopt the value of the rigidity of these members, obtained by the exparimental study on the joints, were developed under axial forces. As compared the theoritical results obtained by this method with experimental results, it was obtained that both propriety and utility of this method were confirmed. Then we calculated both stress distribution along the panel edges and deformation of the panels in a precast reinforced concrete panel wall, subjected to the action of the seismic force. We can forecast the process of the behaviour of these structures subjected to axial forces by adopting the value of joint rigidity, changing momentarily according to the action of the forces. This method may be adopted for representing the stress distribution in the plane structures composed of the precast reinforced concrete panels subjected to the earthquake loads and further may be useful for establishing the seismic design of the precast reinforced concrete panel structures.抄録全体を表示PDF形式でダウンロード (842K) -
内山 武司, 土橋 由造原稿種別: 本文
1981 年300 巻 p. 57-65
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーIn the previous part one of this report, prior to the discussion on the structural design of staircases of folded slabs or helicoidal shells results of analysis of elasto-plasthic behaviors of various types of reinforced concrete staircases were compared with their test results, so that the relation between their elastic limit and ultimate strength was clarified. Based on the above consequence, particularly herein for free-standing staircases in case of different angles between the horizontal projections of centerlines of their pair of flights finite element solution is obtained in an attempt to examine their mechanical characteristics, and thereupon a method of their structral desigh is proposed.抄録全体を表示PDF形式でダウンロード (1254K) -
小堀 鐸二, 浅野 幸一郎原稿種別: 本文
1981 年300 巻 p. 67-72
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーHere is presented a new analytical technique for the response analysis of soil-hysteretic structural systems subjected to earthquake-like white base motions. This technique was developed by making use of the "Dynamical Ground Compliance" concerning the rectangular foundation resting on the elastic-half space and the markov-vector approach concerning the random response analysis of hysteretic systems. Some computational results showed that this technique was sufficiently applicable to the problem of soil-structural systems with severe non-linearity. From comparative discussions on computational results, it was found that soil-structure interaction had favorable effects on the responses of hysteretic systems which had relatively weaker nonlinearity due to the increasing dispersive damping accompanied by the softening stiffnes phenomenon of soils, while it had rather unfavorable effects on those which had relatively stronger nonlinearity due to the amplifing selective chracteristics of the systems on the lower frequency portions of the energy of earthquake excitations. This tendency became more pronounced with the longer duration and higher amplitude level of random earthquake excitations.抄録全体を表示PDF形式でダウンロード (758K) -
山辺 克好原稿種別: 本文
1981 年300 巻 p. 73-82
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーThis paper discusses more quantitatively by means of various aspects on the first natural periods and damping coefficients obtained by vibration test, microtremors observations and seismic observations in actual buildings. Some of the significent aspects of the results of this paper are summarized as follows : 1) The experimental values are smaller than structural design values, the average rate of those values of SRC and S buildings are 60% and 80%, respectively. The seismic values are larger than the experimental values, the average rate of those values are about 20% against medium earthquake (70〜110 gal). 2) In the San Fernando Earthquake, the relation between the maximum acceleration on the top floor and the first natural periods (T_B) or the predominant periods (T_P) during the earthquake are obtained as follows, respectively : α_<mzx>=2.0×10^2T^<-0.45>_B…(7), α_<mzx>=2.4×10^2T^<-0.37>_B…(8) 3) The values of the predominant periods and first damping coefficients of actual buildings show a tendency to increase with the acceleration of the earthquake motion. 4) The empirical formura concerning the first natural periods of actual SRC and RC buildings are obtained as follows, respectively : SRC buildings : T(sec)=0.058N_1…(5) RC buildings : T(sec)=0.073(N+03N_0)…(6) in which N_1, N and N_0 represent number of stories of main structure part, above the G. L. and underground part, respectively.抄録全体を表示PDF形式でダウンロード (1217K) -
谷 資信, 野村 設郎, 永坂 具也, 平松 晃原稿種別: 本文
1981 年300 巻 p. 83-94
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーThe main purpose of this paper is to establish a hysteresis model that can predict the force-deformation characteristics for wide deformation region as realistically as possible. To begin with, restoring force characteristics is examined based on the results of several experiments of reinforced concrete aseismatic elements, such as one bay portal frames, frames with diagonal bracings and frames with shear wall. As a result of this examination, we can find some interesting remarks as follows that Normalized Characteristic Loops can be established even in large deformation region. And also, in case of non-symmetric hysteresis loops as well as in case of symmetric loops, we can derive Normalized Characteristics Loops that are inherent in each aseismatic element individually. In large deformation region, deterioration phenomina due to alternately reversible loadings are observed quite remarkably on various aspects. Two of these aspects, i. e. stiffness degradation and strength degradation, are investigated. However, the other aspects cannot be investigated due to insufficient data. Subsequently, a mathematical model which represents force-deformation relationship for wide deformation region extending from beginning up to the state of ultimate collapseis decribed. This model is developed by improving so called NCL model that should represent hysteretic behaviour at any stage by connecting the Skeleton Curve with the Normalized Characteristic Loop. And this improved model can represent the phenomenon of degradation in rather simple manner. Lastly, brief comparisons of the experimental results with calculated results are made. And a satisfactory result is obtained.抄録全体を表示PDF形式でダウンロード (1607K) -
水畑 雅行原稿種別: 本文
1981 年300 巻 p. 95-104
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーProcess of the movement of the internal condensation front when the condensation and reevaporation take place in a homogeneous structure is a kind of the moving boundary problems. In the problems of solving the moisture transfer equations expressing the process, the finite-difference representation of derivatives of vapor pressure and water content with respect to the space variable at the nodal points near the condensation front requires special consideration because the condensation front is moving. In this paper the moisture transfer equations are represented by the finite-difference applying such a consideration that is given in a method of the numerical solution for the non-steady state heat conduction problems involving melting of ice, and the solutions by the use of the equations deciding the water vapor pressure, water content and the place of condensation front within materials were derived. Using these solutions, the movement of the condensation front in flat roofs made of cellular concrete with a vaporproof layer on the cold side is calculated under conditions which the temperature and the hnmidity are constant on both indoor and outdoor sides. The results above are compared with the ones obtained by a simple method under the same conditions. Water Content distributions within condensation layer are also calculated in the case of taking account of the decrease of the thermal conductivity due to the internal condensation in materials.抄録全体を表示PDF形式でダウンロード (1218K) -
駒田 知彦原稿種別: 本文
1981 年300 巻 p. 105-113
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーThis study is one attempt of developing a system of preferred modular sizes in building. For the practical means to control the decentralized development of the previous series like a development of the EPA numbers or doubling series, this system choices the sexagenary one and deals with numbers arranged in theoretical orders in a limited system mingling with the decimal system. The reason to choice the number 60 of the sexagenary are : 1. The boundary number is to be larger than number 40 of the Renard Series R 40 which is used in engineering science, for the complexity of the building industry, but to be not so large as 90. 2. The number should have more divisors as much as possible for the flexibility. This sexagenary system allows to get the secondary or tertiary numbers, for example 84 or 180 like a calling of clock's number, for example 14 o'clock or 20 o'clock, and allows also in this case for multiplication of all sizes by 10 like the present Japanese System to an increased series of modular sizes. For the Systematic presentation of 60 numbers limimed in sexagenary, the arrangement is developed on the torus, of which the character is to have many rings and spiral rings on the surface which may allow the continuity of the numerical circulativity like the clock system. (Fig. 27, 29, 31) The principal series on the torus have respectively the increment of 2, 3 or 5, which are three primary themes for the practical purpose and have also the Fibonacci's character. And then the series having increment of 6 can be found easily. This numerical arrangement of the sexagenary system on the torus has many mutual numerical relations among adjacent numbers (Fig. 11, 12) and has many arithmetical series which are more useful than progressive for the system of preference for numbers for use as the numerical factor in multimodular sizes for vertical and horizontal dimensions in building. This study may expect to make a start point for revising JIS A 0001 Architectural Module in Japan for the practical purpose.抄録全体を表示PDF形式でダウンロード (1240K) -
藤岡 洋保原稿種別: 本文
1981 年300 巻 p. 115-123
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーThis paper shows the changes of the exterior design of Tokyo municipal elementary school buildings built of reinforced concrete and points out that pursuit of clarity, rather than that of rationalism, is shown in the simple exterior design after 1931 which is characterized by whitish smooth surface with only rectangular windows.抄録全体を表示PDF形式でダウンロード (1279K) -
成田 寿一郎原稿種別: 本文
1981 年300 巻 p. 125-132
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーWe studied on the quality and amount and method of rough cutting of wood that made material of ONE MILLION MINIATURE PAGODA. I made many PAGODAS as the trial manufacture by trial manufactured face lathe, and studied the detail of engineering trouble. Then we conjectured the number of oprated face lathe per day by the time needed for making up one PAGODA.抄録全体を表示PDF形式でダウンロード (1160K) -
太田 静六原稿種別: 本文
1981 年300 巻 p. 133-139
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリー第1報にひきつづき百万塔の製作について, 塔身・相輪の材料の旋削技術の面からみた樹種・性状, 採材・木取りの問題と塔百万基を作るための所要量について検討を加えた。そして試作した轆轤により, 予じめ準備をした刃物・治具を用いて, 塔身および相輪を, この稿の執筆時点まで約60基を旋削し, 技術上の細部にわたる諸問題を追求検討した。その結果としてとくに相輪の〓部の旋削には心押し装置の適用の不可避であると思われるが, このことについては問題を今後に残したい。また60基旋削の結果として, 旋削加工工程の適切な順序を検討し, また当時の生産においても分業作業を行ったものではないかと推測した。それと同時に塔1基の旋削所要時間あるいは1日の平均生産可能基数を確かめ, 日産700基生産のための毎日所要稼動轆轤台数および作業人数を推定した。その結果は次のとおりであった。(1) 100万基分という所要量, 造材および旋削技術という点からみて, 塔身用材はすべて桧, 相輪用材はほとんどが桂であったと思われた。桜や水木犀はその比重(硬さ)の故にほとんど使用されなかったと推測される。(2) 塔身用材の桧は, そのほとんどが, 直径約1.5mの心材の最外周部から採られ, その年輪間かくは平均約2mm, 完全二方柾に近い優良材であったと推定される(直径約1.5mというのはそれ程の大径材というように考えられたい)。(3) 塔身1基分の所要材積は約1910cm^3であるが, 100万基分の歩減りを含んだ総所要量は14716m^3となり, 直径約1.5m, 長さ約4mの丸太で約2083本を必要としたと考えられる。(4) 丸太よりの採材は箭割りでなされたと思われるが, 残材の建築材への有効利用という点から墨かけは一つの方法として太鼓落しの方法でなされ, 残材は同時期に建立された西大寺用材としても利用されたものと推測される。(5) 塔身の旋削は, 荒挽き, 底面の外周挽き, 割りつけ, 挽込み, 穴あけまでを大爪によるとりつけで, 底面削りは軸の丸〓え穴を差込んで行われた。荒挽き, 挽込みには小曲げの丸刃・鈎刃を, 穴を旋削には匙状錐刃が用いられた(匙状の代りに側刃をもった板状錐刃でもよい)。(6) 相輪の旋削は〓部の挽き込みから行われなければならぬが, その場合, 材のとりつけの力が弱いから, これを補填するために心押し装置の適用が不可避であると推測されるが, このことから奈良時代にはすでに両持ちによる側面旋削技術があったものと推測することはまだ早計で, このことについては今後の検討にまちたい。(7) 塔身および相輪の旋削には, 軸への加工材のとりつけ方法をそれぞれ2回ずつ変えねばならぬ。したがって軸形式にしたがった分業の形式で作業が行われたものと推測される。実験作業の繰返しの結果, その作業量(工数)比率は塔身約55%, 相輪約45%であった。(8) 百万塔約60基の旋削作業を行った結果, 1基の所要旋削時間は約120分で, 1日の稼動時間を10時間とした場合, 日産量は5基であった。これは「正倉院文書」・「延喜式」などに記載されている, 当時の轆轤挽き作業の工数と比較して妥当なものと思われた。(9) 1日の必要生産基数を約700基とし, また1人1日の可能生産基数が5基とすれば, 毎日稼動轆轤台数は約140台となり, 挽工140人, 綱引夫は交替要員を含めて280人, 計420人となる。(10) 試作した轆轤は, 約60基の塔を旋削した後も軸受けその他に異常を認めなかった。以上百万塔の製作には約15000m^3の巨量の木材を使い, 毎日稼動轆轤台数約140台という巨大な生産作業であることが確認されたが, 奈良時代にこのような大量生産作業が行われたことはまことに驚嘆に値するものがある。今後は更に, 伐採から彩色に到るまでの百万塔製作の全組織体制を調べ, またとくに塔身底面にある墨がき人名などを手がかりに旋削技術者についても考察と研究を進めて, 百万塔製作の全容を明らかにする所存である。抄録全体を表示PDF形式でダウンロード (1326K) -
古村 福次郎, 篠原 保二原稿種別: 本文
1981 年300 巻 p. 141-149
発行日: 1981/02/28
公開日: 2017/08/22
ジャーナル フリーIn the past, the authors studied the fire resistance of protected steel columns in fire. In this study, the inelastic behaviors of protected steel beams and frames that are exposed to a thermal history similar to that obtained in a standard furnace fire test are investigated numerically by the method of finite element elasto-plastic-creep analysis, including thermal and mechanical properties of steel under high temperatures and geometrical nonlinearities of steel members.抄録全体を表示PDF形式でダウンロード (839K)
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