Transactions of the Architectural Institute of Japan

[title in Japanese]

Article type: Cover
1962 Volume 79 Pages Cover1-
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_Cover1

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[title in Japanese]

Article type: Cover
1962 Volume 79 Pages Cover2-
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_Cover2

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[title in Japanese]

Article type: Appendix
1962 Volume 79 Pages App1-
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_App1

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[title in Japanese]

Article type: Index
1962 Volume 79 Pages Toc1-
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_Toc1

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[title in Japanese]

Article type: Index
1962 Volume 79 Pages Toc2-
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_Toc2

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1) FORMULAS OF BASE SHEAR COEFFICIENT AND PERIOD APPLIED IN EARTHQUAKE DESIGN OF TALL BUILDINGS

TADASHI TANIGUCHI

Article type: Article
1962 Volume 79 Pages 1-5
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_1

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Base shear of the N storied buildings that first mode of vibration are straight can be calculated by the formula(1)[numerical formula]・・・・・・(1) where W: actual weight of each story, h: mean height of a story, T_N: period of building, θ: deflection angle of building. Base shear coefficient of the equivalent one mass system can be calculated by the formula (2)[numerical formula]・・・・・・(2) The period T_N of the N storied building in relation to the period T_1 of the one storied building are shown by the formula (3)[numerical formula]・・・・・・(3) m is the number that values take from 0 to 1 corresponding to the ratio of the rigidity of upper and lower story of the buildings. To determine the value of m the author takes the condition that the deflection angle θ of the N storied building are equal to θ of the one storied building at the same base shear coefficient. Then the value of m is determined equal to 0.5 and the formula of period are shown by the formula (4)[numerical formula]・・・・・・(4) The formula of base shear coefficient are by the formula (5)[numerical formula]・・・・・・(5)If the buildings have frictions and the damping ratio C/C_C is shown by ν・ν is equal to ξ/E (2π)/T_N and (πν)/2 is equal to ξ/E π^2/T_N that is the energy loss at the quarter cycle of one vibration then the base shear formula must be corrected as formula (6)[numerical formula]・・・・・・(6) To show the actual value of C_N the author assumed that h are from 360cm to 410cm and [numerical formula] are equl to 15. The value of ξ/E where ξ is viscosity coefficient of reinforced concrete are assumed to from 2×10^<-8> to 4×10^<-8> by the measurements in the author's expriments of the reinforced concrete frames builded in the ground. The Fig. 1 shows the relation of C_N, θ and T_1 in the formula (6). The point A in the Fig. 1 (3) shows the [relation θ=2×10^<-4>, T=0.12 and C_N=0.3 and the author had recognized in the several experiments of reinforced concrete wall that the first crack will occur when the deflection angle is equal to 2×10^<-4> and also had proved in the author's paper at the 2nd WCEE that the period of reinforced concrete frames with wall that openning 75% is about 0.12sec. C_N is equal to 0.3 that is nearly equal to the maximun acceration of EL Centre earthquake. The point c in the Fig. 1 (4) shows the relation of θ=2×10^<-8>, T_1=0.4sec and C_N=0.2. The author had recognized that the yielding of reinforced concrete beam and column will begin when deflection angle θ is equal to 2×10^<-8>. By the two limit cases above descrived we can say that [numerical formula] is the upper limit and [numerical formula] is lower limit of period of the N storied buildings. Fig. 2 shows the relation of distributions of observed period of the actual builings in Japan and USA and line a is the lower limit of period and C_N is 0.3, and the line c is the upper limit of period and in the case C_N=0.2. The line b is the average period of N storied building and in the case C_N=0.25. The differences of author's formula in the code in USA are only the determination of value of m in the author's general formula (7) and (8)[numerical formula]・・・・・・(7) [numerical formula]・・・・・・(8) If we take the value of m is equal to 1, [numerical formula]. This formula is inversly proportional to T_N as like as the formula C=0.02/T_N that is San Francisco City Code and if we take the value of m is equal to 0.6 [numerical formula] that is inversly proportional to T_N^<1/3> as like as [numerical formula] that is the Code of Structural Engineers Association of California.

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2) PLASTIC VIBRATIONS OF BUILDINGS : On the Seismic Coefficient for Plastic Design of One Story Buildings

TERUO ODAKA, Fumio Hoie

Article type: Article
1962 Volume 79 Pages 6-11
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_6

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The object of this study lies in the determination of the seismic coefficient for the plastic design based on the transient vibrations of one story buildings. The assumed characteristics of restoring force are perfect plastic and the applied earthquake wave is Kobori's, proposed one. The basic differential equation is solved by means of Phase Plane Delta Method. The following results were indicated. 1. The seismic coefficient (K_y) is influenced by the ductility factor of plastic deformation (ξ) and the natural period of buildings (T_s). With increase of them, it decreases. When ξ is larger than 4, the seismic coefficient is approximately maintained with a constant value and is not affected by the viscous damping force. 2. The optimum value of seismic coefficient K_y/K_E (K_E=earthquake coefficient) is approximately equal to 1.0 for 2.0<ξ≪3.0, x/x_<st>&eDot;2.6, and h=0 which indicate the ductility factor, the ratio of the plastic deformation and the corresponding static deformation of building, and the viscous damping constant.

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3) PLASTIC DESIGN BY THE COMBINATION OF MOMENT EQUILIBRIUM EQUATION

JUKICHI SUMITA, YOSHINOBU SHINGU, MASARU TERASAKI

Article type: Article
1962 Volume 79 Pages 12-17
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_12

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This paper presents a method for ultimate strength design of structural frame, which is based on the equilibrium conditions of external and internal force. The outline of the method is as follows: Combining two groups of equilibrium equations which consist of those of vertical and horizontal direction, according to the type of the mechanism of the frame, we obtain the plastic moment carrying capacity of each members as a function of the external load. In this process we must check the moment of the each members to satisfy the plastic moment conditions. The special feature of this method is the establishment of direct relations between the external load and the plastic moment of each members, and we can aquire a series of the plastic moments correspond to any type of the mechanism. The fact is usefull in the design of requlally framed structures. We illustrate this theory in the treatment of portal frame and also investigate on the minimum weight design of the frame, according to the linear approximating theory.

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4) BEAM THEORY OF CYLINDRICAL SHELL ROOFS SUBJECTED TO ANTI-SYMMETRICAL LOADINGS

KOICHIRO HEKI

Article type: Article
1962 Volume 79 Pages 18-23
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_18

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Possibility of application of the beam theory to the probrem of cylindrical shell roofs subjected to an antisymmetrical load has been evaluted in this investigation. The present theory takes the effects of M_<xψ> and M_x into considerations, which satisfy exact equilibrium conditions. Then the formulae are brought into practical ones, and tables have been presented. If a shell is so long and shallow that GJ_t/EC_w cannot be neglected, the St. Venant's torsional ridigity or M_xψ should be considered. H. Lundgren neglects this effect in his book. In the case of torsion, the elastic effect of circumferential stiffener cannot be neglected. This elastic rigidity can be included, assuming the deformation is proportional to the warping function W. In conclusion the present theory is accurate than the old one and is suitable for the practical design purposes.

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5) A STUDY ON "YIELD BEARING CAPACITY" OF BEARING PILES (PART I)

KUNIO YAMAGATA

Article type: Article
1962 Volume 79 Pages 24-28
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_24

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In this study, the author has tried to obtain a answer to the question what happens on pile under the ground surface when loading on a bearing pile reaches to "yield bearing capacity". In Part I, first of all the relations between the character of the load-settlement curve and the definition of "yield bearing capacity" are discussed. As the result, it is explained that load (Q_0)〜settlement (u_0)〜time (t) curves are fairly suitable to the expression of the following formula, [numerical formula]・・・・・・(1) where α, β and n are constant, until some limit value of load is reached, wich is defined as "yield bearing capacity". As a rule, the settlement of pile toe is composed of the deformation of pile and the settlement of pile point. Accordingly, the characters of stress-strain curves of pile materials as concrete and steel, skin friction-displacement curves of soil at pile surface and load-settlement curves of plate loading tests on foundation are discussed in comparison with formula (1).

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6) SOME PROBLEMS ON BEARING CAPACITY AND IMPACT STRESSES IN STEEL PILE (PART-1)

YORIHIKO OHSAKI, HIDEAKI KISHIDA

Article type: Article
1962 Volume 79 Pages 29-33
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_29

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In Part 1 of this paper the writers discuss the way of determining the bearing capacity of a steel pile on the baris of number of blows in standard penetration tert of the subsoil and recommend a formula as shown in the following: [numerical formula] where R_a: allowable bearing capacity (t) A_p: closed area at the tip of steel pile (m^2) ψ_p: closed perimeter of steel pile (m) for pipe pile ψ_p=π×outer diameter for H pile ψ_p=2 (flange width+web height)[numerical formula] N_1: N-value at the level of pile tip N_2: average N-value in the range of 10B upward from the pile tip B: diameter or width of the pile (m) Ns: average N-value of sandy soils adjacent to the pile L_s : length of the portion of pile driven through randy soils N_c: average N-value of clayey soils adjacent to the pile L_c: length of the portion of pile driven through clayey soils.

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7) ON THE MEASUREMENT OF AREAL DIFFERENTIATION OF LOCAL CITY : Study of the Movevent of Local Citie's Space

SYOJI YOSHINO

Article type: Article
1962 Volume 79 Pages 34-39
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_34

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The method of measurement of areal differentiation have some faults. This study attempts to approach a better method. In this report, this method and the stand-points of this study and the case studies applied this method to some local cities. The establishments census gives the datas on the areal distribution of establishments, and those conditions. Those datas are tabulated by the major industrial groups on the areal unite of city. Total number of persons engaged (by groups, areal unite "A")÷households in areal unite "A".・・・・・・Index (1) Then, Index (1) are calculated as next. (1)÷total number (1) in the city×1000・・・・・・Index (2) Index (1) & (2) are usable in measuring the areal differentiation of city.

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[title in Japanese]

[in Japanese]

Article type: Article
1962 Volume 79 Pages 40-42
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_40

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[title in Japanese]

[in Japanese]

Article type: Article
1962 Volume 79 Pages 43-
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_43

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[title in Japanese]

Article type: Bibliography
1962 Volume 79 Pages 44-46
Published: November 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.79.0_44

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