Transactions of the Architectural Institute of Japan

[title in Japanese]

Article type: Cover
1965Volume 108 Pages Cover1-
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_Cover1

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[title in Japanese]

Article type: Cover
1965Volume 108 Pages Cover2-
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_Cover2

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[title in Japanese]

Article type: Index
1965Volume 108 Pages Toc1-
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_Toc1

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[title in Japanese]

Article type: Appendix
1965Volume 108 Pages App1-
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_App1

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THE RESPONSE ANALYSIS FOR MULTI STORY BUILDING DUE TO EARTHQUAKE MORTIONS. PART (I)

TERUO ODAKA, TAKAAKI SUZUKI

Article type: Article
1965Volume 108 Pages 1-7,62
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_1

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This report shows the response analysis for multi story buildings during an earthquake mortion by means of a digital computer. When we calculate the structural response by using a digital computer, the error of solution in non-linear system consists in the method of judgement as to elastic and plastic traformation, time interval and the calculation analysis method. And so the detail of calculating process and programing method is expressed. In the next place, some examples of analysis and these considerations for results of structural response are shown, that is, (1) In case of analysis as the equivalent multi story system more reduced than the original system in degree of freedom, we are not able to discuss the vibrational problems quantitatively as far as we do not check strictly the method of equivalent reduction. (2) The structural response is affected by the spring constant ratio in the elastic range and in the plastic range, and by damping factor. Then the restoring force characteristics of the bi-linear type is more favorable than one of the perfect type in seismic design. (3) The considerable difference of the yield shearing force coefficient among the upper and lower story makes increase the relative descrepancy of the ductility factor. From this result, the distribution of the yield shearing force coefficient should be taken to be smooth.

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ULTIMATE STRENGTH OF REINFORCED CONCRETE WOLLED FRAMES WITH AXIAL FORCE SUBJECTED TO LATERAL LOADING : No.1 Results of Experiments : Experimental study of Reinforced Concrete Walled Frames. No.6

MASAYA HIROSAWA

Article type: Article
1965Volume 108 Pages 8-14,62
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_8

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This paper presents the results of lateral loading experiment that independent walls and walles frams, of which axial force and arrangement of bar in columns surroundingwall are different each other, have different mechanism of rapture and so, different ultimate strength. These mechanism of rapture are shown in fig.3 and ultimate strength of each specimen shown in table 3.

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STUDY ON CONTINUOUS CIRCULAR CYLINDRICAL SHELLS

YASUO TANAKA

Article type: Article
1965Volume 108 Pages 15-20,62
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_15

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This report concerns with the stress analyses of circular cylindrical shells which are continuous along straight line generators. The Kantorovich's variational technique was applied. Shells which were considered in this report are those with three kinds of boundary conditions along circular boundaries, that is, shells with two opposite boundaries fixed, one boundary fixed and the other simply supported and two opposite boundaries simply supported. According to some numerical examples, the results have proven to be fairly accurate for practical purposes except for the values of deflection w, bending moment M_x and direct stress N_φ near circular boundaries of rather longer shells.

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AN ANALYSIS OF THE STATISTICALLY INDETERMINATE SPACE TRUSSED FLAT PLATE BY DIFFERENCE EQUATION : Solution of Crossed Partial Linear Difference Equation : with Boundary Condition of Simple Support Around Edges

HIROSHI KITAMURA, MIZUO YAMADA

Article type: Article
1965Volume 108 Pages 21-25,63
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_21

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Following the preceding articles, let us consider now the solution of inhomogeneous difference equations. First, inhomogeneous term should be expressed in term of proper functions similar to those in the preceding article. Then the problem is reduced to that of finding equations which satisfy boundry conditions, from which we can obtain general formula about chord stress or deformation Hence, by substituting some value in formula, these equations can be readily solved and it can be concluded that the latter method is preperable in case of having many points.

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AN ATTROXIMATION METHOD OF STRESS ANALYSIS OF MULTISTORY FRAME SUBJECTED TO HORIZONTAL FORCE, INCLUDING CONSIDERATION OF SHEAR DEFORMATION OF BEAM-COLUMN-CONNECTIVE ZONE

TOSHIKAZU TAKEDA

Article type: Article
1965Volume 108 Pages 26-30,63
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_26

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Recently in Japan, many experimental studies have been made on the behavior of beam-column-connective zones (or panel zones) of rigid frames subjected to horizontal forces, and it has been reported that in such cases these zones sometimes show a considerable degree of deformation by shearing force taking place due to the bending moments at the juncture of the beams and columns. The author proposes an attroximation method of calculating multi-story frame analysis, including considerations of shear deformation of panel zones. The method is as follows : 1) When a horizontal force is applied to each floor level, the panel zones show a deformation expressed by eq.3, assuming that the inflection points are at the center of the beam spans. 2) From the continuity of the rotation angle at the inflection points of the columns, eq.13, the equation of bending moments of columns can be deduced and solved by using the end condition at the base and the roof. Simultaneously, the rotation angle of the member of each column can be expressed by eq.15. 3) From these equations and the conditions of a constant shearing force of each story column, and of equal dimensions of columns and beams, we may say that D-values, or the shearing force distribution coefficients, are expressed by eq.22. The papers for D-Values, which, however, do not include considerations of the deformation of the panel zone, have already been reported most fully by Dr. Kiyoshi Muto, at the World Conference on Earthquake Engineering in 1956. in Berkeley California, U.S.A. Lastly, this author shows an example of a seven-story rigid frame subjected to the constant shearing force for each story column, and compares the results obtained therein with the results obtained without considerations of the panel zone deformation.

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EXPERIMENTAL STUDY OF WELDED TUBULAR CONNECTION (PART 1)

HIROSHI KANATANI

Article type: Article
1965Volume 108 Pages 31-39,63-64
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_31

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This paper describes an experimental study on the strength of directly welded tubular joints. The most basic models of two-member connection, of which the branch tube is welded to the chord member perpendicularly, were tested to evaluate each effect of factors having influence upon the local deformation and strength of joints, that is, sectional dimensions of the members, shear spans and supporting conditions of the chord member. Here branch tubes were subjected to axial compressive force only, tensile tests will be performed in Part 2. Test results were investigated by using a parameter α=sin^<-1>d/D, where d/D is the ratio between the outside diameters d of the branch and D of the chord. It is shown that the effects of d/D and T/D, the ratio between the wall thickness T and outside diameter D of the chord, are able to be evaluated sparately, and that the effect of t/d, the ratio between the wall thickness t and d of the branch, has less influence upon the local behavior of joints. Numerical study will be described in Part 2. By examining the effects of shear spans and supporting conditions of the chord, above conclusions, introduced from specific test results whose specimens have equal chord length and are stiffened at supporting ends, were verified to be applicable to general T joints with some modifications.

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ON THE SOUND TRANSMISSION LOSS OF PANELS WHICH OSSCILATE AS ONE LAYER

SHINICHI KUGA

Article type: Article
1965Volume 108 Pages 40-48,64
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_40

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The compound panel that is consists of some layers which have similar flexibility and adhered completely one by one, should be osscilated as one layer by incident sound wave in a phase as well as a layer which is made of a appropriate material. In this report, the frequency characteristics of sound transmission loss (TL) of some building panels which osscilate as one layer, are shown experimentaly and are discussed theoretically. As the result, their property of TL is able to presume by theoretical Mass Law, except for the frequency region where the coincidence effect is to be occured. The critical frequency of coincidence effect is governed by the rigidity of the layer and flequently the decrease of TL by the effect wonld be its fatal weak point of sound insulation. Then in this report, some nomographs to calculate the rigidity of typical panels which osscilate as one layer (Fig. -is for waved panel and Fig.-, -are for compound panel) are projected and their utilization is inspected by compareing with measured characteristic of TL.

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ON THE POPULATION STRUCTURE OF COMMUNITY (3) : Changes of the Family Types of Household

HIROSHI DOHI

Article type: Article
1965Volume 108 Pages 49-54,64
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_49

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In the preceding report (1), I divided household into 10 groupes by the family types. Family types are as follows : Married couple with no children (C_0), married couple with children which are divided into 6 types according to the age of the eldest child (C_h, C_i, C_<k1>, C_<k2>, C_<k3>, C_m), widowed or divorced man or woman with children (B), single person (S) and complexed family including plural couples or member of 3 generation (CC). Every household changes their family types through their history, and from the survey on two communities, I found that the change ratio from a family type to other types in certain period are almost fixed, not concerned with the character of community, except the change of C_0 type. C_0 include 3 groupes of different ages, and each group has different change ratio, and each community include these groups in different ratio each other. Then I surveyed on the cause of changes in family types. There are 6 kind of cause, birth, growth, death, marriage or divorce and personal moving (immigration and emigration). Percentage of personal moving in all changes are 19 in appearance, but real moving are supposed lesser. So, natural cause and marriage occupies a large majority of cause of changes in family types. This fact suggest that the change ratio would be calculated using the statistical ratio of birth, death, marriage, divorce, etc. In the latter half of this report, I made trial to get the standardized change ratio on several family types.

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THE STUDY OF THE SALE AND RECEPTION ROOM OF THE KAITAKUSHI (VII)

AKIHISA ENDO

Article type: Article
1965Volume 108 Pages 55-60,64
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_55

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The Sale and Reception Room of the KAITAKUSHI (completed in 1881) is the first one of works in Japan by J. Conder (Professor at the Imperial Collage of Engineering ; 1852-1920, M. R. I. B. A.) and a representative one of occidental buildings in the early years of the Era of Meiji. In this paper it is carried on to give of outlines of the texts of J. Conder's thirty-one letters directed to the KAITAKUSHI from the 13th of March in 1878 to the 5th of October in 1880 about the design and the construction of the above building. These letters have been discovered quite recently by the auther and is opened to the public here.

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[title in Japanese]

Article type: Bibliography
1965Volume 108 Pages 61-
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_61

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[title in Japanese]

Article type: Appendix
1965Volume 108 Pages 63-
Published: February 28, 1965
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.108.0_63

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