日本建築学会構造系論文報告集

表紙

原稿種別: 表紙
1989 年 404 巻 p. Cover1-
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_Cover1

ジャーナルフリー

PDF形式でダウンロード (75K)
目次

原稿種別: 表紙
1989 年 404 巻 p. Cover2-
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_Cover2

ジャーナルフリー

PDF形式でダウンロード (75K)
日本建築学会構造系論文報告書ならびに日本建築学会計画系論文報告集募集規程

原稿種別: 付録等
1989 年 404 巻 p. App1-
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_App1

ジャーナルフリー

PDF形式でダウンロード (153K)
CONTENTS

原稿種別: 目次
1989 年 404 巻 p. Toc1-
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_Toc1

ジャーナルフリー

PDF形式でダウンロード (80K)
「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: 付録等
1989 年 404 巻 p. App2-
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_App2

ジャーナルフリー

PDF形式でダウンロード (59K)
奥付

原稿種別: 付録等
1989 年 404 巻 p. App3-
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_App3

ジャーナルフリー

PDF形式でダウンロード (59K)
繊維補強コンクリートの破壊力学に関する研究 : その1 各種繊維による補強効果

村上聖, 三井宜之, 岸谷孝一, 平居孝之, 鹿毛忠継

原稿種別: 本文
1989 年 404 巻 p. 1-6
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_1

ジャーナルフリー

抄録を表示する抄録を非表示にする

In this study quantitative analyses of fiber reinforcement to concrete are performed using a cohesive force model. As the result it is shown that the fibers with larger Young's modulus than that of the matrix give very large reinforcement and generate fiber reinforcement within smaller crack opening displacement.

抄録全体を表示

PDF形式でダウンロード (536K)
方位・角度別のブラック・ホワイトパネル温度の測定 : 屋外での熱劣化環境の定量化(その3)

冨板崇

原稿種別: 本文
1989 年 404 巻 p. 7-14
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_7

ジャーナルフリー

抄録を表示する抄録を非表示にする

Lifetime of building materials are different by the exposured conditions. Author observed various panel temperature for three years at outdoor exposure site in Tsukuba, Ibaraki Pref. Japan to investigate the deterioration environments. The specifications and exposure conditions of panels were : orientation : south, east, north and west, angle : 0° (horizontal), 30°and 90° (vertical), color : black, dark gray, gray, light gray, white, clear and metalic luster, backside : insulated or not insulated. The thermal deterioration rate and diurnal temperature range related to the movements of sealed joints were quantified and the effects of these various factors were discussed. Besides the analysis of deterioration environments, an estimation method of the horizontal black-panel temperature based on meteorological data and another simple system to predict of the panel temperature from the black-panel temperature were proposed.

抄録全体を表示

PDF形式でダウンロード (1016K)
外壁仕上材料の汚染の促進試験方法 : 建築物外壁仕上材料の汚染の評価方法に関する研究(その3)

橘高義典

原稿種別: 本文
1989 年 404 巻 p. 15-24
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_15

ジャーナルフリー

抄録を表示する抄録を非表示にする

This paper describes the accelerating test method for the soiling caused by flowing rain containing dirt. 1) The color changes of materials caused by flowing rain containing dirt were observed by rainy day exposure test. And the influence of flowing rain on soiling was clarified. 2) An apparatus for accelerating the soiling process caused by flowing rain containing dirt was developed and appropriate testing conditions of the apparatus were clarified based on the similarity of the results to the exposed materials. 3) The relation between accelerating test cycles and the environmental factors became clear. 4) The color difference between soiled material and unsoiled initial material had a correlation with the psychological scale obtained from a sensory test about soiling.

抄録全体を表示

PDF形式でダウンロード (1218K)
境界要素法の破壊力学問題への適用 : J積分法による応力拡大係数の解析

村上聖, 岸谷孝一, 平居孝之

原稿種別: 本文
1989 年 404 巻 p. 25-31
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_25

ジャーナルフリー

抄録を表示する抄録を非表示にする

Remarkable progress has recently been made regarding studies of the Boundary Element Method. It has been reported in many papers that BEM offers a powerful means of calculating numerical solutions of engineering problems. Elastic analysis of crack propagation is one of the problems, and in such case BEM is superior in accuracy and economy compared with domain type methods such as the Finite Element Method and the Finite Differential Method. A crack analysis technique using BEM based on formulation of the indirect method is developed, and the effectiveness of the present method is shown for a number of examples of analyses concerning crack problems with arbitrary boundary conditions.

抄録全体を表示

PDF形式でダウンロード (668K)
せん断を受ける木材の応力に関する研究

松井源吾, 田代靖彦

原稿種別: 本文
1989 年 404 巻 p. 33-40
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_33

ジャーナルフリー

抄録を表示する抄録を非表示にする

This paper discusses an analysis of the shearing stresses of an orthotropic wood by considering a cantilever with a shearing force applied at the end. The analytical solutions of the shearing stresses are derived both for rectangular and circular sections from the two-dimensional Laplace equation which is provided by means of the coordinate transformation corresponding to the ratio of the shearing moduli for the two mutually-perpendicular directions. Validity of the analysis is demonstrated by comparing with the experimental results of wood bars.

抄録全体を表示

PDF形式でダウンロード (654K)
打ち継ぎを有する鉄筋コンクリート造T形はり部材のせん断耐力に関する実験研究

高田博尾, 松崎育弘, 斎藤豊, 中沢春生

原稿種別: 本文
1989 年 404 巻 p. 41-49
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_41

ジャーナルフリー

抄録を表示する抄録を非表示にする

It is recognized that the method for fablicating members by composing precast concrete and in-site placed concrete is advantageous on construction of structures. Structurely, such members are required to behave as monolithic members without the noxious slip at the interface between precast concrete and in-site placed concrete, but a standerd specification for structural design on the slip is not yet established, because the stress transfer mechanism at the interface is influenced by many unexplained contribrtions. The experimental study for twenty-one specimens with T-figure section whose parameters were the amount of shear reinforcement bars and the fablicating method was carried out. The results are as followed. The specimens which had the interface within their effective depth slipped at the interface, and the ultimate shear stregth of the specimens slipped at the interface were lower than those of the monolithic specimens. But the slip at the interface was avoided by using dowel reinforcement bars or concrete blocks set on the interface. The strength when slip occurred is estimated by appling the strength calculated by the shear transfer theory to the truss and arch-mechanism.

抄録全体を表示

PDF形式でダウンロード (951K)
H形鋼を用いた軸組筋かい材端接合部の力学的性状

田中淳夫, 榎本憲正

原稿種別: 本文
1989 年 404 巻 p. 51-63
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_51

ジャーナルフリー

抄録を表示する抄録を非表示にする

As the resistant elements of large-sized steel structures against earthquake, K-type or X-type braces of wide flange steels are commonly used. Many kinds of details of such brace connections are designed, but the statical characteristics are not made clear enough. Therefore, in order to make clear the statical characteristics of high strength bolted connections of wide flange steel braces, experimental study on such connections was carried out. In this expriment four types of typical brace connections (J1-J4 type, see Fig.2) were tested. The specimens were designed in three strength level, but every specimen was designed to satisfy the condition that its connection does not break before full yielding of connected brace member. The results of this experiment are discussed in this paper. The main conclusions are summarized as follows. The degree of restraint of the connection on the axially loaded buckling behavior of the connected member and the fracture mode of the connection are different from each other, according to the type and strength level of the connection. But, in case that the connection is designed so strong that the slip strength of high strength bolts is larger than the yield strength of connected member based on gross sectional area, such difference between the connections is very small. In general, the statical characteristics of J3 type connection are superior, because both flange of brace member are connected directly to two gusset plates. The statical characteristics of J4 type connection are inferior, because the mechanism of stress transfer at the connection is too complicated. The statical characteristics of J1 type and J2 type connection are good enough, when the connection is designed properly.

抄録全体を表示

PDF形式でダウンロード (1598K)
長方形中実断面鋼柱の段階的漸増振幅完全両振り曲げ実験

中村恒善, 上谷宏二, 今久保好

原稿種別: 本文
1989 年 404 巻 p. 65-74
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_65

ジャーナルフリー

PDF形式でダウンロード (1147K)
粗度要素の抵抗および体積変化を考慮したκ-εモデルによる乱流境界層の数値計算

丸山敬

原稿種別: 本文
1989 年 404 巻 p. 75-81
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_75

ジャーナルフリー

抄録を表示する抄録を非表示にする

Turbulent flows in and above the roughness elements are studied using a refined κ-ε turbnlence model. The model is derived from the Navier Stokes equations by the time space averaging operations in consideration of the drag and volume change of roughness elements. The coefficients introduced in the model are examined by the experimental data. The drag coefficient and the length scale which show good agreements between the calculations and the experimental results were obtained for some roughness configulations.

抄録全体を表示

PDF形式でダウンロード (764K)
三次元均質等方弾性体の基本解とその応用 : 二種類の内部点加振解に基づく水平加振時の杭の動的性状に関する一考察-その6

松岡理, 八幡夏恵子

原稿種別: 本文
1989 年 404 巻 p. 83-93
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_83

ジャーナルフリー

抄録を表示する抄録を非表示にする

The purpose of this paper is to investigate the basic dynamic behavior of soil-pile interaction by an analytical method based on rigorous solutions. In this method, two kinds of complete solution of an elastic half-space and an elastic stratum overlying a rigid bedrock subjected to a harmonic point load in the interior are employed. These solutions, corresponding to generalized dynamic Mindlin' solution, have been derived from wave-propagation theory of a three-dimensional homogeneous isotropic elastic solid by the authors in previous papers. There have been few papers discussed the dynamic properties of soil-pile interaction based on three-dimensional wave-propagation theory compared with the numerous efforts on soil-foundation interaction problem. Therefore, this paper clarifies the characteristics of three different kinds of single soil-pile system subjected to a horizontally harmonic point load at the pile top in the following cases (a)〜(c). case (a) Floating pile in an elastic half-space. case (b) Floating pile in an elastic stratum overlying a rigid bedrock. case (c) Supporting pile in an elastic stratum overlying a rigid bedrock. Before studies on the nature of different soil-pile systems, the dynamic behaviors of soil subjected to a horizontally harmonic point load in the interior of a half-space and the stratum are discussed with a comparison of two solutions for the above elastic solids. These observations contribute much to understand the results of the response in soil-pile interaction. The analytical procedure to obtain the unknown displacement or traction on the soil-pile interface is similar to that of soil-foundation analysis using the solution in half-space subjected to a harmonic point load on the surface. The method in this paper is developed from the static pile studies of Poulos,^<6)> which contributed much to soil-pile interaction studies because the rigorous solution of three-dimensional elastic theory was used. The behavior of the three kinds of soil-pile system is investigated with parameter of pile flexibility factor K_R at the selected frequency. There is a considerable difference between the complex stiffness of the floating and supporting piles within the range of large K_R and the difference decreases with decreasing K_R. The different condition of soil-pile system has a greater effect on the imaginary part of the stiffness than on the real part. While the responses of a stiff pile are much influenced by the results of deep loading in the half-space and the stratum, the responses of a slender pile are strongly influenced by the corresponding shallow loading. It appears that there are slight differences between the two kinds of floating pile in the half-space and the stratum under this condition. Furthermore, the result of the pile responses shows the appropriate tendency, because the obtained relative relation of the stiffness between the floating and supporting piles is similar to Poulos' analysis.

抄録全体を表示

PDF形式でダウンロード (1311K)
球形ドームの屋根面に作用する風圧力の性状と屋根面の動的挙動

小河利行, 中山昌尚, 村山智

原稿種別: 本文
1989 年 404 巻 p. 95-103
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_95

ジャーナルフリー

抄録を表示する抄録を非表示にする

The purpose of this paper is to clarify the characteristics of wind pressure on the spherical domes and to evalute the dynamic response of spherical domes. As the first step, the characteristics of static and dynamic wind pressure on the surface of rigid spherical domes are tested through wind tunnel experiment. And at the second step, we treat the response of the spherical dome as a buffetting problem after the method of modal analysis. The following properties became evident. (1) Difference in fully developed turbulent bundary layers has little effects upon the time-averaged wind pressure coefficients on the surface of spherical domes. (2) R. M. S. wind pressure coefficients are in proportion to turbulence intensity of oncoming flow. (3) Power spectra and spatial correlation of fluctuating wind pressures are approximated by simple equations. (4) The contribution of the resonance part to the variance of displacement is small. (5) The displacement (both R. M. S and maximum) is proportinal to a square of wind velocity.

抄録全体を表示

PDF形式でダウンロード (904K)
ピン接合単層ラチスドームの弾塑性座屈荷重について

加藤史郎, 石川浩一郎

原稿種別: 本文
1989 年 404 巻 p. 105-114
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_105

ジャーナルフリー

抄録を表示する抄録を非表示にする

The present study deals buckling capacity considering both of nodal buckling and member buckling in a pin-connected reticular dome of single layer on a hexagonal plan. The dome is assumed to be supported by pin-ends on the six corners and by rollers on the periphery except the corners. The buckling load as well as its behavior is investigated in regard to a nodal geometric imperfection and several loading conditions. Based on a parametric study of the buckling load by an elastic-plastic nonlinear analysis, an approximate method is discussed from a view point to estimate the buckling load.

抄録全体を表示

PDF形式でダウンロード (1115K)
ホルン型張力膜構造の基本的力学性状と単一膜パネルの構造実験 : 張力膜構造の研究(その1)

斎藤公男, 黒木二三夫

原稿種別: 本文
1989 年 404 巻 p. 115-128
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_115

ジャーナルフリー

抄録を表示する抄録を非表示にする

In general, tension membrane structures are classified geometrically by using Gaussian curvature into two types, that is saddle type and horn type. Horn type membrane structures has considerably favorable characteristics from the view points of structural rationality and aethetical expression. And new system of hybrid membrane structures which are named as Hanger type and Unit type are proposed here obtained by combining the horn shape membrane with such rigid and light frames as the arches and the single layer truss domes. In this paper, a basic research on the forming of initial surface, the stress relaxation, the statical behavior due to wind and snow load and the comparison of analytical model are described through the numerical and experimental analysis for the single panel model (5m×5m).

抄録全体を表示

PDF形式でダウンロード (1640K)
架構剛性を考慮した群杭基礎建物の水平荷重時応力略算法

中澤瑤子, 山肩邦男

原稿種別: 本文
1989 年 404 巻 p. 129-134
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_129

ジャーナルフリー

抄録を表示する抄録を非表示にする

It is necessary to analyze piles and super-structure in the condition of those stress and movement at footings agreed with. The authors had expressed^<1)> the stress solution of group piles foundation in laterally loaded condition which was gained by joining the angle of footing's rotation to the pile's solution as elastic supported beam what was called Chang's equation. This analysis is complicated in a meaning of that the simultaneous equations have many unknowns and are solved by using an electric calcurator from the first to the end. Therefore, it is considered in the practical vision that a symple and convenient method for stress calcuration of group piles foundation with super-structure is expected. There was the symple methods^<2)〜5)> appiying an idea of the turnning point of bending-moment to a rahmen-column of finite length substituted for the piles of infinite length. But, the idea is rather illogical, because the turning point does not agree with the stress distribution of pile affected by reaction load of soil. The authors have made clear by the theoretical analysis^<1),6)> that the footing settlement had a little influence on the bending moment of pile top and super-structure. So, in the assumption of no subsidence of foundation and no projection of pile from ground, this study presents the symple stress calcurating method of group piles foundation with super-structure based on the theoretical solution.^<1)> The idea of shear stiffness at pile top per a footing D_j and coefficient α_<ej> multiplied by fix bending moment is introduced in this method. D_j and αe_j are expressed as equations by using the coefficient γ_j (=θ_j/y^^〜_nβη, θ_j : angle of footing rotation (rad), y^^〜_h : holizontal displacement (cm) and βη : a constant of group piles (cm^<-1>), named the movement coefficient of pile foundation. The γ_j values are accumulated by stress analysis of model frames and the relationship of γ_j and _TI_j/K_G is expressed nearly by curves (_TI_j : the inertia moment of piles per a footing (cm^4) and K_G : rigidity of footing's beam (cm^3)). Shear stress of pile top per a footing _TQ_<oj>' and bending moment of pile top per a footing _TM_<nj>' are obtained by using D_j and α_<ej> calculated by γ_j. In this method, bending moment of footing's beam is calcurated by substituting θ_j obtained from γ_j value in the equation of slope-deflection method. And the bending moment of column of 1st. floor at the end near the footing is calcurated by moment equilibrium at the footing. Stress exept the above mentioned is obtained by usual stress analysis of super-structure. It was sured that this method was proper by comparing the stress values of trial computation with the theoretical values.

抄録全体を表示

PDF形式でダウンロード (609K)
変動軸力を受ける杭基礎の極限水平耐力 : その1.一スパン建物の場合

古藤田喜久雄, 風間了

原稿種別: 本文
1989 年 404 巻 p. 135-143
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_135

ジャーナルフリー

抄録を表示する抄録を非表示にする

During earthquakes, pile foundation of a structure is subjected to overturning moment together with lateral force, besides normal axial load. Both forces, coupled with one another, vary according to time. Further, due to the overturning moment, pile in the overturning direction is subjected to compression force, whereas pile in the opposite direction is subjected to tensile force. Numerical analysis has been conducted on both steel pipe piles and cast-in-place concrete piles of 14-story structures (SRC). Axial load on piles is assumed to change lineally with the lateral force. Ultimate lateral resistance of i) piles subjected to either compression or tensile force, and ii) pile foundations situated span-wise is discussed. Following conclusions were derived ; i) In dependent of the pile material, piles subjected to compression or tensile force show different type of lateral behavior with one another when the pile is deformed beyond elasticity limit. Further, ultimate lateral resistance of steel pipe piles subjected to compression force is extremely small compared to those subjected to tensile force, whereas it is the contrary for cast-in-place concrete piles. ii) Ultimate lateral resistance of the pile foundation is determined by the ultimate resistance of the pile subjected to compression force for steel pipe piles, and for cast-in-place concrete piles, it is determined by that of the pile subjected to the compression force. Also, lateral load distribution factor (ratio of the lateral load supported by a pile individually to the total lateral force acting on the structure) of pile subjected to compression and tensile force differ with the increase of lateral force.

抄録全体を表示

PDF形式でダウンロード (932K)
鋼管杭の簡便杭頭接合方法に対する構造実験

杉村義広, 平出務, 長岡弘明

原稿種別: 本文
1989 年 404 巻 p. 145-154
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_145

ジャーナルフリー

抄録を表示する抄録を非表示にする

This paper discusses bending test results of steel pipe pile jointed footing by simple method, i.e. , a pile 60 cm in diameter and 9 mm in thickness is buried simply in footing with 10 cm depth, and plain concrete is filled inside up to l.5 times as long as pile diameter. Three cases of axial load condition are selected. The first and second tests are 0 t and 180 t in compression corresponding to the pullout load and push-in load, respectively, by rocking vibration of superstructure with load change equal to 90 t of the estimated bearing capacity of the pile. The third test is 30 t in tesion. which is supposed as pullout load condition. Loading system is as follows ; in order to simulate bending moment of pile in the ground by horizontal load, an concentrated load is applied at intermediate point between pile head joint and the other pinned supporting point of pile. Conclusions derived from tests results are summarized in the followings. 1) The degree of restraint for rotation at pile head α_r is small as 0.26 without axial load and 0.81 with axial load at the allowable bending moment of pile. But the apparent α_r becomes extremely large in both cases at the ultimate state as if the pile head is completely fixed condition. 2) The ultimate strength of steel pipe piles with simple joint method under the horizontal force is controlled by the occurrence of local buckling of pile. The local buckling strength is affected by the thickness-radius-ratio t/r as well as the case of uniform compression. It is necessary, therefore, to apply Eq. (3) or (4) which are derived as functions of r/t or t/r. Concrete filled inside of pile is available to prevent the occurrence of local buckling. 3) Even though the case of large degree of restraint for rotation between pile and footing, the apparent α_r is reduced if the overall rotation of frame is produced, and the bending moment becomes larger at the lower part of pile than at the pile head joint. It should be noticed, therefore, that there are some cases the ultimate strength may be controlled by the bending capacity of pile itself than that of pile head joint, even if α_r between pile and footing is large.

抄録全体を表示

PDF形式でダウンロード (1140K)
計画系論文報告集目次 No.404 1989・10

原稿種別: 付録等
1989 年 404 巻 p. App4-
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_App4

ジャーナルフリー

PDF形式でダウンロード (58K)
裏表紙

原稿種別: 表紙
1989 年 404 巻 p. Cover3-
発行日: 1989/10/30
公開日: 2017/12/25

DOIhttps://doi.org/10.3130/aijsx.404.0_Cover3

ジャーナルフリー

PDF形式でダウンロード (76K)

J-STAGEへの登録はこちら（無料）