日本建築学会論文報告集
Online ISSN : 2433-0027
Print ISSN : 0387-1185
ISSN-L : 0387-1185
314 巻
選択された号の論文の23件中1~23を表示しています
  • 原稿種別: 表紙
    1982 年314 巻 p. Cover1-
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
  • 原稿種別: 表紙
    1982 年314 巻 p. Cover2-
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
  • 原稿種別: 目次
    1982 年314 巻 p. Toc1-
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
  • 原稿種別: 目次
    1982 年314 巻 p. Toc2-
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
  • 仕入 豊和, 桝田 佳寛, 當銘 健一郎
    原稿種別: 本文
    1982 年314 巻 p. 1-8
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    In the previous papers, we presented an estimating equation of 28 day strength from the results of earlier test. The equation was derived considering statistical properties of the results of strength test and compliance criteria for the test results. The equation covers the case in which the margin of error is constant for any strength in the correlation between earlier strength and 28 day strength. In this paper, the estimating equation which is applicable to the case in which the ratio of the margin of error to the strength is constant in the correlation between earlier strength and 28 day strength is developped. This equation is derived on the basis that the distance from the regression equation to the estimating equation should be equal to the difference between the standard deviation of the distribution of 28 day strength expected from the distribution of the earlier strength test results and the standard deviation of the distribution of the estimated 28 day strength. Derived equation is as follows; [numerical formula] wher F_<28> : Estimated 28 day strength F_a : Result of earlier test a, b : Coefficients of regression in correlation between earlier strength and 28 day strength k : Coefficient shown in Fig.6 S_r : Standard error coefficient obtained in preparatory experiment on the correlation between earlier strength and 28 day strength
  • 黒羽 健嗣, 早川 光敬, 伊東 靖郎
    原稿種別: 本文
    1982 年314 巻 p. 9-16
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    The Purpose of this paper is to investigate the properties of concrete in the vacuum prepacked concrete. The following results were obtained : 1) By reducing pressure in the forms before injection, the void rates is extremely few and the compressive strength is higher comparing with the concrete injected under the atmospheric pressure. 2) The maximum compressive strength of produced concrete by this method exceeds 700kg/(cm)^2, while that of conventional prepacked concrete is about 500kg/(cm)^2. 3) The both ratios of Young's modulus and bond strength between deformed bars to compressive strength are higher than those by conventional method, while the other properties are similar. 4) By this method many kinds of coarse aggregates with unsuitable shape and surface such as blast furnaceslag gravel become useful.
  • 立川 正夫, 福山 雅弘, 原 英基
    原稿種別: 本文
    1982 年314 巻 p. 17-25
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    Wind tunnel and free-flight tests were made to know the characteristics of the two-dimensional motion of square and rectangular flat plates in uniform flow, and the results were compared with those of numerical integrations of the equations of motion presented in a previous paper. It has become clear that (1) the plates released in a flow with initial angles of attack from zero to 180 degrees have various modes of motion, which can be classified into rotation with upward Magnus force, translation, rotation with downward Magnus force and intermediate ones, (2) the translatory mode of motion become relatively dominant with increase of aspect ratio and (3) the trajectories obtained by the numerical integrations agree approximately with the experimental results.
  • 卯月 英夫
    原稿種別: 本文
    1982 年314 巻 p. 26-32
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    今回の実験により, 次の事が明らかとなった。(1)特殊な断面を有する鉄塔の設計時に必要な抗力係数と投影率の関係を, 正方形断面の結果と比較検討した結果, 設計時に必要な抗力係数と投影率の関係をある程度明らかにすることができた。(2)特殊な断面を有する鉄塔の場合でも, 投影面積を使用することにより, 風向角θの変化による投影面積の増減とその角度に作用する抗力の増減の間には, 正方形断面の場合と同様, 一定の比例関係が存在していることが明らかとなった。以上, 前報の正方形断面の実験結果においても, 今回の特殊断面の実験結果においても明らかなように, 著者の提案した投影面積を用いることにより, データを簡単に表わすことができる。また, 1節構面に作用する風圧力は架構面の変化(内部構造物を含めて)が主因子ではなく, 投影面積の大小が主因子であることが明らかとなった。以上のことから, 鋼管鉄塔に任意の角度から作用する風圧力を推定するには, 各断面形状の鉄塔とも投影面積の角度変化による増加量を体系的に求められればよいことになる。この方法については別途報告する。
  • 石山 祐二
    原稿種別: 本文
    1982 年314 巻 p. 33-47
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
  • 石田 勝彦
    原稿種別: 本文
    1982 年314 巻 p. 48-58
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    The methodology to estimate the strong motion spectra in a short period range (T&lsim;1-2sec.) on a bedrock level was discussed in this paper. The basic idea is that the synthetic strong motion Fourier spectrum calculated from Haskell model is approximately similar to that of low-pass filtered strong ground motion observed at a site in a period range T&gsim;1-2sec. As a low-pass filter, the following function; A(T)=aT^n/(1+aT^n), T=2π/ω, was assumed. In order to estimate the characteritic coefficients "n" and "a", the Kanto earthquake (1923), the Tokachi-Oki earthquake 1968), the Saitama earthquake (1968), the Izu-shima-Kinkai earthuake (1978) and the Parkfield earthquake 1966) were analized. The results obtained are indicated that the coefficient "n" is nearly 1.0 for five earthquakes and "a" is nearly 1.3 for Kanto earthquake, 0.6 for Tokachi-Oki earthquake, 2.9 for Saitama earthquake, 1.2 for Izu-Oshima-Kinkai earthquake, 3.6 for Parkfield earthquake, respectively. The coefficient "a" was related with stress drop &lrtri;σ as (a=0.023&lrtri;σ+0.22) for Japanese data only, and (a=0.053&lrtri;σ-0.78) for all data including the Parkfield event. The model on estimating the acceleration Fourier spectrum B^^〜(T) on a bedrock level are proposed as follows by appling the inverse filtering method of A(T)=a・T/(1+a・T) to synthetic acceleration Fourier spectrum, F^^〜_A(T), that is, B^^〜(T)=F^^〜_A(T)+F^^〜_A(T)(1/aT) The proposed medel mentioned above is also applied to estimate the 5%-damped velocity responce spectrum and compared it with design spectrum proposed by Hisada, Ohsaki, et al. Both of them are agree well to each other.
  • 大橋 ひとみ, 太田 裕
    原稿種別: 本文
    1982 年314 巻 p. 59-70
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
  • 平野 道勝, 石川 孝重
    原稿種別: 本文
    1982 年314 巻 p. 71-81
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    This report presents the results of continuous composite beam tests for the purpose of some clarification of stiffness and behavior on partial composite beams with negative moment subjected to vertical loads. Considering only six specimens with 3/8-in. stud connectors in this experiment it may not be generalized to apply these results to all composite beams with larger scale studs. However, the following conclusions may be drawn from the investigation reported herein : 1. In the spacing of the stud connectors, the difference in stiffness increases with increasing the load but we can make that there is no remarkable difference in stiffness. Generally speaking, there is no influence of spacing the stud connectors on stiffness of composite beams. It seems to be quite all right in practical application to space the stud connectors uniformly. 2. Generally, in composite beams, as the degree of partial shear connection becomes higher, steel beams act more compositely with concrete slabs and stiffness becomes higher. However, that tendency must become gentler in composite beams with more and more high degrees of partial shear connection. 3. Composite beams with extremely low degrees of partial shear connection like the U16 specimen are not unity and are considerably lower in stiffness than beams with above 50% shear connection. In the U16 specimen a few stud connectors were broken about the same time before the theoretical collapse load. Considering toughness we are not in a position to urge composite beams to be combined by extremely low degrees of partial shear connection as good.
  • 中辻 照幸, 藤盛 紀明, 倉持 貢
    原稿種別: 本文
    1982 年314 巻 p. 82-89
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    This paper describes the results of investigations carried out in field welding using ultrasonic examinations, on the locations where defects frequently occure and on the welding conditions under which they frequently occur. The investigations were carried out on three skyscrapers and ten middle-rise steel buildings. Welding defects occur more often in the lower flanges of beams connected to columns, at the roots of grooves, in cases of root openings being narrow, and on Mondays and Saturdays. Minor defects are commonly produced when the discomfort index is too high or too low, but major defects are unrelated to this index. Defective joints are not produced at a uniform pace during construction, but at fluctuating rates.
  • 下平 丕作士
    原稿種別: 本文
    1982 年314 巻 p. 90-101
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    This paper describes some considerations on numerical integration schemes for stiffness matrices of isoparametric elements. In this paper, relation is investigated between dispacement models using reduced integration and mixed models based upon Hellinger-Reissner's principle and Herrmann's principle in the case of plane stress, plane strain and plate bending. The elements considered are four-node, eight-node and nine-node quadrilateral elements and three-node and six-node trianqular elements. Numerical integration schemes considered are exact integration, uniform reduced integration and selective reduced integration in which lower order integration is used only for terms of transverse shear strains and volumetric strains. Element matrices are formulated, baced upon the minimum potential energy principle for the displacement models and Hellinger-Reissner's principle and Herrmann's principle for the mixed models. From theoretical considerations, following conclusions are obtained. In general, the strain-nodal displacement relation equations of the displacement models and the mixed models have identical values at the reduced integration points. Thus, the stiffness matrices of the both models are ideutical, if they are evaluated by the same integration as reduced integration. These facts are proved theoretically and ascertained by algebraic calcurations of element matrices. The following relationships exist between the displacement models and the mixed models. (i) The displacement models using uniform reduced integration are equivalent to the mixed models based upon Hellinger-Reissner's principle, except the six-node element. (ii) The displacement models using selective reduced integration are equivalent to the mixed models based upon Herrmann's principle, but, for uniform integration the both models are not equivalent except the three-node element.
  • 岩井 哲, 吉田 望, 中村 武, 若林 實
    原稿種別: 本文
    1982 年314 巻 p. 102-111
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    An experimental study was made to investigate effects of the strain rate on the fundamental mechanical properties of component materials of reinforced concrete structures, concrete and reinforcing bars. Dynamic compressive loading and splitting tests of concrete cylinders and dynamic tensile loading tests of steel reinforcing bars were performed under monotonic and cyclic loading with a prescribed strain rate of 0.00002 (or 0.00005; quasi-static), 0.005, 0.01, 0.025, 0.05, or 0.10sec^<-1> by using an electro-hydraulic servo-type testing machine. It has been clarified qualitatively and quantitatively that, in the dynamic loading tests of concrete cylinders, (1) the compressive strength, the tensile strength, and the elastic modulus of concrete increase with increasing the strain rate, and (2) either the geometrical configuration of stress-strain curves or the strain corresponding to the maximum stress is little affected by the strain rate. It has also been found that, in the dynamic tensile loading tests of steel bars, (3) increasing of the strain rate causes the increase of the yield stress and the strain at the beginning of strain-hardening, and (4) the elastic modulus, the behavior in the strain-hardening region and the strain at breakage are affected slightly by the strain rate. (5) There is no significant difference between the envelope curves of stress-strain relationships of repeated loading tests and the stress-strain curves of monotonic loading tests.
  • 村上 周三, 丸田 栄蔵, 岩谷 祥美, 藤井 邦雄, 川口 彰久
    原稿種別: 本文
    1982 年314 巻 p. 112-120
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    This paper describes the characteristics of turburence of city wind at ground level (H=1.5〜8.0m). The measurements were conducted at the street around a high-rise apartment house in the built-up area in Tokyo. The main results are as follows. 1) The frequency of instantaneous wind direction distributes narrowly at points where wind velocity is high, but it distributes widely at points where wind velocity is low. 2) The frequency distributions of scalar value of instantaneous wind velocity are not expressed by Gaussiun distribution at point near the ground. 3) The value of power spectrum of the wind velocity at the ground level does not decrease at the high frequency region. Consequently, values of gust factor near the ground are larger than those at much higher level. 4) The relation between the gust factor and the ratio of mean wind velocity to the reference point is given by the equations, shown below. G_t=A_tR′-α_t(Z′/Z_D)-α_t/n A_t=(t/T)^<-0.08> α_t=-0.065ln(t/T) Here, Z_D : 58.1m t : averaging time of gust wind (sec) T : sampling duration of mean wind velocity (=600 sec) Therefore, when the velocity ratio is given by the wind tunnel test, the gust factor can be found by above equations.
  • 田中 俊彦, 村上 周三, 吉野 博
    原稿種別: 本文
    1982 年314 巻 p. 121-130
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    (1)換気量が一定のとき, 天井・壁の結露量と乾燥時間の関係は直線的である。(2)天井・壁の結露量が140g(入浴時間約15分)で一定のとき, 乾燥時間y(min)は, 換気量x(m^3/h)の関数としてy=1920/x+25で近似される。(3)図4.6より, 換気量が100m^3/hのときは, 2〜3人の入浴(シャワー出湯時間10分〜15分)を想定すると, 床に残る水の影響を考慮して, 換気扇を90〜120分運転する必要がある。(4)給気口形状, 浴室外温度が乾燥時間に及ぼす影響は非常に小さい。
  • 吉田 勝行
    原稿種別: 本文
    1982 年314 巻 p. 131-142
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    The Chokuhotai-Bunkatsu-Zu, in Japanese, mean figures which represent how to partition a rectangular prism into some small rectangular prisms. So this is a dimensionless representation model of a building which forms of outside view and inside rooms are both rectangular prisms. It is possible to obtain the optimum outline plan of such building by means of dimension allocation for the C. B. Z. which is in match with initial planning conditions. But this dimensioning process is formulated for nonlinear nonconvex programing problem in terms of the minimization of a nonlinear nonconvex objective function which express construction costs or total floor area as function of dimensions of the C. B. Z. subject to such constraints as upper or lower limits of lengths, widths, heights, areas, of individual rooms and the outside view. At first, the multiplier method is shown applicable to such nonlinear nonconvex programing problem with R. T. Rockafellar's method. Next, dimensioning procedure for the C. B. Z. is encoded on the basis of it with FORTRAN IV. The program shown in Figure-2 has 426 statements. An example of the optimum outline plan which is generated under constraints as Figure-3 is shown in Figure-4. Executive c. p. u. time is 29.8min. with NEAC-ACOS system 900 computer. As shown in Figure-4, critical conditions which decide the optimum are found out at the same time from initial planning conditions. This program is so flexible that it is also applicable to produce the optimum outline plan as Figure-5 which has convex or concave parts by use of dummy rooms, walls or floors.
  • 青木 正夫, 竹下 輝和
    原稿種別: 本文
    1982 年314 巻 p. 143-153
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    (1)児童福祉施設最低基準に規定された, ほふく室は, 従来から設計現場では, ほふくのためのスペースであると解釈されているが, もともとは, 全く逆の, 《ほふく室とは, ほふく児のための保育室(・・・・・・・・・・・), すなわち, ほふく児室》であり, 【主体-R】系の空間概念であった。(2)戦前から一貫として, ほふく児室=【主体-R】系として主張されてきたにもかかわらず, 最低基準の作成段階で, 全く逆の行為系の空間概念として規定されたのは, 第1に, 当時の混合保育という歴史的な制約条件の下で, 【主体-R】系なる理念としての空間概念が, 実体化され得ない歴史的状況があり, 逆に一方で行為系の概念が受け入れられ易い客観的な条件があったこと。加えて第2に, 最低基準の作成過程において, 上下足非分離型の生活様式から必然的につくられる諸外国の「ほふくスペース」なる空間概念が影響し, 導入されたことが大きく起因している。(3)このように最低基準のなかで, 行為系の空間概念として規定されたことが, 現状の乳児部の床面構成による空間的イメージを固定化する要因となっている。
  • 近江 隆, 中村 昭夫, 志田 正男, 亀村 幸泰
    原稿種別: 本文
    1982 年314 巻 p. 154-165
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    In this paper continued from the previous paper (Part I), the characters of human-behaviour during strong earthquakes are analyzed correlating their attributes, mental process and roles.
  • 岡本 強一, 増田 光一, 加藤 渉
    原稿種別: 本文
    1982 年314 巻 p. 166-175
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    本研究は, 超大型浮遊式海洋構造物の波浪応答特性の究明を計る為の理論計算手法の確立を目的としている。本報においては, その第一段階として, 構造体を等価梁とみなし, 流体力の周波数依存を考慮した場合の有限要素法による運動-振動応答解析手法を展開し, さらに, 分割模型による水槽実験と数値計算結果との比較検討を行った。その内容は以下のように要約される。1)一色のHamilton-Dirichletの原理を出発点として, 外部領域の速度ポテンシャルを仮想境界上の吹き出し分布により表示した流体-構造物系の変分原理を定式化した。ここでは, 仮想境界の設定位置の違いによる2種類の変分原理が示され, 仮想境界を構造体の近傍に設定した場合の有限要素解析上の有効性について述べた。2)その変分原理を用いて, 流体領域の2次元近似を行い, strip法によっい波浪強制力をradiation potentialを用いて表現し, 有限要素法による運動-振動方程式の定式化を行った。ここでは, 波浪応答解析において流体力の周波数依存を考慮する為に, dry mode形による基準座標系への変換後, 流体作用による各係数マトリックスの重ね合わせが行われた。流体と構造物との動的相互作用は基準座標で議論する立場をとっている。また, 本法の特徴として, strip法を用いることにより流体作用は2次元radiation potentialのみで表現され, 解析上簡単化された。3)以上の手法による数値計算と, 剛性変化の容易な分割模型を用いて波浪中挙動応答を測定した実験結果の比較検討を行った。その結果は次のようにまとめられる。a)P値の計算結果から, 浮遊構造物が超大型化した場合, 特に2節モードのP値のピークが運動応答量の大きい低周波領域に接近する。このとき, 運動モードに与える影響は大きく, 2節モードの同調点の大きさの2倍程度のモード間連成影響があることが判った。したがって, 運動と振動とを統一的に扱った解析手法を用いて, モード間連成の影響を十分に検討する必要がある。b)P値により推定されたモード間連成影響の増大した低周波領域では, 変位振幅が剛体運動の計算値と較べて2倍近い値を示すこともある。超大型の浮遊構造物の波浪応答では, モード間連成による運動応答領域への影響を十分考慮する必要がある。しかも, 剛体運動の周波数範囲では, 流体力は強い周波数依存をうけることになるので, これを考慮した応答解析が必要となる。c)構造物の剛性が増大すれば, 変位量は剛体運動としての計算値に接近するが, 浮遊構造物の超大型化に伴い剛性が減小した場合は, springingの起振力と考えられている1次同調及び高次同調の他に, 低周波領域へのモード間連成をも考慮しなくてはならない。d)変位応答に関する計算値と実験値との比較から, 両者の傾向について良い相関が得られた。すなわち, 変位応答に関して, 本手法の妥当性が認められる。さて, 本報において超大型浮遊式海洋構造物の波浪応答特性について基本的性状が明らかにされたので, 今後, 数多くの解析を行い, 波浪応答に与える浅海影響, 浅吃水影響などについて考察するとともに, 不規則波応答解析, 構造体を"板"とみなした解析についても次報以降において検討・報告の予定である。
  • 登坂 宣好
    原稿種別: 本文
    1982 年314 巻 p. 176-183
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
    The object of this paper is to formulate the fundamental relations for the dynamic behaviour of elastic thin shells as marine structures with the great increase of interest in recent year. The dynamic analysis of elastic shells as marine structures has to be done under the consideration of the dynamic interaction with the water wave around the structures. Starting from the previous paper, the linear equations of motion for elastic shell with the pressure term originated by the consideration with fluid-elasticity interaction are derived directly from the integration procedure of the three-dimensional equations for elastic body. The derived equations are the one for general deformation including the transverse shear strains. The approximation for the Kirchhoff-Love assumptions is intended and developed in Chapter 3. On the fundamental formulation of the dynamic water wave-elastic shell interaction, two expressions are established on the same way in the previous paper. The discrete coupled relations for the continuous field are derived by means of the finite-element Galerkin procedure through the weighted residual expressions of our fundamental equations. Some discussions on the linear dynamic analyses for the obtained coupled mass-damping-spring systems are mentioned in Chapter 6.
  • 原稿種別: 付録等
    1982 年314 巻 p. App1-
    発行日: 1982/04/30
    公開日: 2017/08/22
    ジャーナル フリー
feedback
Top