Transactions of the Architectural Institute of Japan

[title in Japanese]

Article type: Cover
1962 Volume 75 Pages Cover1-
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_Cover1

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[title in Japanese]

Article type: Cover
1962 Volume 75 Pages Cover2-
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_Cover2

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[title in Japanese]

Article type: Appendix
1962 Volume 75 Pages App1-
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_App1

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[title in Japanese]

Article type: Index
1962 Volume 75 Pages Toc1-
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_Toc1

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1) STANDARD SPECIFICATION FOR REINFORCED CONCRETE WORK IN COMPLIANCE WITH THE DISADVANTAGEOUS CONDITIONS IN THE DISTRICT OF KAGOSHIMA PREFECTURE

MICHIO UEDA

Article type: Article
1962 Volume 75 Pages 1-6
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_1

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Lacking in finer particles, natural sands in this district produce unworkable and rough concrete. One generally fails in slump design if he formally follows the JASS-mix, the concrete will be too dry than expected. Without increasing some cement paste it is impossible to obtain available concrete. The auther researches after these circumstances and offers mix-tables applicable to that case. (1) The auther shows data, makes it clear that the concrete slump is almost always less than the design that it is unavoidable to use more water; its average quantity is about 3% in water-cement ratio. (2) He corrects the JASS-mix by means of trial mixing and makes Standard Concrete-mix Table suitable to the district. In this exercise three principles are observed. a) Conserving the system of JASS-mix Table and its principles. b) The muximum quantity of cemen tadded shall be decided through full test. c) After correction of the JASS-mix through the experiment the obtained results shall be examined by theory or in view of strength and economies. (3) The process of the ixperimental exercise is explained short. a) The cement quantity is found first in the mix 70% W/C-15cm sl. for every aggregates combination. The quantities in other mixes are derived from it. b) The quantity of coarse aggregate is decided by the minimum among the regular five W/C-grades in every slump. c) Mixes for 5, 10cm slumps are found to be economically impossible without A.E. substance. (4) The mix-tables are laid to the end of the report, they have the following distinction comparing with the JASS-mix. a) As mentioned above, economical plain concrete mix for 5, 10cm slumps is unatainable. b) Every 75% W/C mix is omitted, because it is not of direct practical use. c) Mixes for sands grading 0.6, 5.0mm are also omitted. We almost rarely have such usable sands in our prefecture.

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2) EFFECT OF FOUNDATION COMPLIANCE ON EARTHQUAKE RESPONSE OF MULTI-STORY BUILDING : Analog Computer Analysis of Nonlinear Transient Vibration of Structure No.6

RYO TANABASHI, TAKUJI KOBORI, KIYOSHI KANETA, RYOICHIRO MINAI, YUTAKA ...

Article type: Article
1962 Volume 75 Pages 7-12
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_7

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This paper refers to the effect of an elasts-plastic characteristic of substructure on the earthquake response of multistory building. It is assumed that both of the main structure and the substructure have bi-linear hysteretic restoring force represented by the various types of the elasto-plastic property. Thus the earthquake responses of such structures to the idealized ground motion are analyzed by using an electronic analog computer. Concerning to the maximum story distortion and the maximum overturning moment of the structure, their responses are discussed here. Consequently some of conclusions are shown as follows: The characteristic of foundation conpliance and duration of ground motion have an important effect upon the earthquake responses of structure. If the elastic rigidity of the substructure is smaller than that of the main structure, the responses of the main structure are essentially affected by the rigidity of substructure, never theless they are hardly influenced by the plastic yield value of the substructure or amplitudes of the ground acceleration. On the other hand, the rigidity of the substructure being larger, the responses are affected by the variation of the plastic yield values. These results show us the existence of the critical distribution with regard to the effect of the elasto-plastic characteristic of the substructure on the maim structure, and then the critical distribution should be determined not only by the distribution of elastic rigidity but also by that of the plastic yield value.

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3) STUDIES ON FINITE STRAIN AND STRESS WITH MATRIX METHOD : The Basic Study on Finite Deformation of Structures, 1

KEI SADAKATA

Article type: Article
1962 Volume 75 Pages 13-18
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_13

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When a medium be acted on by deforming forces, the position of the medium before and after deformation will be called the initial and final stats of the medium respectively. Let a^i (a^1a^2a^3) be the rectangular cartisian coordinate of a representative particle of the medium in the initial state, and x^i(x^1x^2x^3) be the rectangular cartisian coordinate of the corresponding particle in the final state. Then the elastic deformation is represented by particle to particle transformations. a^i→x^i=f^i(a) Hence, with matrices representation a→x=Ra The clasical theory of elastic bodies asoumes that the deformation eq. (1) are "infinitesimol". But such approximation is not sufficient in some study on slender rods, long collumns and thin shells and plates etc. As a result the finite deformation theory be used in enginering problemes. This paper is conceined with the matrix repiesentative of non-linear strain for finite strain with the F.D. Murnaghan's and A.D. Michal's equation. Theas strains are calculated the following deformation states, (1) Simple elongation of rod, (2) Isotropic elongation of plate, (3) Plane shear defformation (4) Sheardeformation of space, (5) Deformation by isotropic compression, (6) Torsion of rod, (7) Simple bending. In the next section, be given a various matrix form of stress tensor, and calculate linear or non-linear stresses corresponding the various deformations. Then theas stresses from deformations were contained (1) Shearing stress, (2) Tensing stress, (3) Bending stress (4) Stress at large deflected plate. Finally, this finite strain ε_f be compared with the logarithmic strain ε^^- and linear strain ε on a cartisian coordinate, which consist of xaxis (l/l_0) and y axis (ε, ε^^- and ε_f).

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4) EXPERIMENTAL RESEARCH ON BEHAVIORS OF STEEL CONNECTIONS UNDER CYCLIC LOADING

JUN SAKAMOTO, SADAYOSHI IGARASHI, KICHI SMITA

Article type: Article
1962 Volume 75 Pages 19-24
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_19

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Tests were performed under cyclic loading conditions to research the histeretic characters and damping properties of welded beam to column connections in elastic and plastic regions. Typical load-deformation diagrams of connections are presented and their behaviors are discussed. Test results on twelve connections are summarized as follows. 1) Load-deformation curves converge in a steady state in the first few cycles of repeated loading when load amplitudes are maintained constant, and do not change appreciably with number of cycles after the first few cycles. 2) Baushinger effect is observed in the deformation curves but weakened by repitition of cyclic loads. 3) Increasing the load amplitudes, deformation slopes under loading and unloading decrease gradually in coparison with the initial slope. 4) Energy dissipation in a cycle increases approximately in proportion to X^2 or X^3. (X: deformation amplitude) 5) Equivalent viscous damping coefficient in the low damping regions is represented as a function of X^<1/2>. 6) Specific damping capacity ds values are ranged between 0.75 and 1.30.

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5) PRACTICAL FORMULAS OF LONGITUDINALLY STIFFENED RECTANGULAR WEB PLATES UNDER SHEARING FORCES

RIKIO MOCHIZUMI

Article type: Article
1962 Volume 75 Pages 25-30
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_25

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In recent years the research concerning the numerical solutions of the buckling strength of the stiffened web plates has been rapidly developed by use of I.B.M., and systematic stability coefficient's values have been published by K. Kloppel, J. Scheer and others. A method is herein developed for determining the stability of the longitudinally stiffened plates under shearing forces by proposing the simplified formulas applicable to the actural design. The basic equations of the stability coefficient taking out from datas up to this date is exhibited as following form. [numerical formula] where [numerical formula] [numerical formula] β=a/b, a=length of web plate, b=width of web plate q=(number of longitudinal stiffeners)+1, μ_L=EJ_L/N・b N=Et^3/12(l-v^2), t=thickness of plate, J_L=moment of inertia of longitudinal stiffener b_0=b/q, b_0'=minimum width of panel plate. The simplicity of the proposed formula has a tendency to give rather large safetyside errors in the case of large values of β or μ_L, but it does not bring out much errors to be methoned of in the range of applicable design. The formula can be applied to the transverse stiffeners such as vertical stiffeners of plate girders, and derived formula can be represented in the form. [numerical formula] where J_0=moment of inertia of vertical stiffeners a_0=spacing of vertical stiffeners.

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6) EXPERIMENTAL STUDY ON THE STRENGTH OF FILLET MELDED JOINTS

TSUTOMU KATO

Article type: Article
1962 Volume 75 Pages 31-35
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_31

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There are many problems to be solued on the strength and load carrying mechanism of fillet melded joints. International test series are schemed by I.I.W since 1960, and we have conducted the part of that test as the national members of I.I.W. This paper concerns to the description and some observation of that test results. Of course we can not draw any definite conclusion from such a limited number of results. It may be interesting, however, to have some impressions on the Japanese test results, and the following is the tentative conclusion of our test results. 1) We have considered 4 factors which would influence the strength of welded joints, that is, type of electrode, length of weld, size of weld, and stress level of the strip. We have found that the type of electrode and the stress level of the strip are the more important factors among them. 2) Weld metal had shown enough ductility, and the experimental formula which predict the strength of joints would be written as follows. For electrode D4320 P_A=(1.35 A_1'+0.78 A_2')σ_W For electrode E6016, D4313 P_<B,W>=(1.0A_1'+0.626 A_2')σ_W where A_1' and A_2' are throat area of the end fillet and side fillet respectively, and σ_W is the tensile strength of weld metal.

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7) THE STUDY OF THE TOWN STRUCTURE OF THE CENTRAL COMMERCIAL DISTRICT IN TOKYO

SHIGERU ITO

Article type: Article
1962 Volume 75 Pages 36-41
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_36

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This paper reports the town structure about Nihonbashi-Ginza. central Commercial district in Tokyo by showing with such figures as the parcentage of the floor space to the building lot, the average value of stories, and the parcentage of the total floor space to the building lot. The study is especially layed emphasis on the rparly changes of these figures. Besides, such analyses are also reported in this paper as the analyses of the existing condition about the use of buildings in this area, the existring scale of the blocks, and the existing scale of the floor spaces about highstoried buildings. This study possesses the part of the study concerning of generated traffic volume from the Central Business district in Tokyo. Then, the analysis of the existing traffic flow in this area will be reported some-day. The conclusions of this study are as follows, 1) The dominant uses of the buildings in this district are selling commerce, and business commerce. But the south-half part of this district is dominated by the selling commerce and the horth-half part of this district is dominated by the business commerce. 2) The existing parcentage of the floor space to the building lot is generally 80%. It is supporsed to be the ultimate upper limit of this figure. This figure is equally divided to the part of the wooden buildings and to the part of R.C building. It is also supposed that the floor spaces of wooden buildings will be gradually substituted by the floor spaces of R.C Buildings. 3) The existing parcentage of the total floor spaces to the building lot is generally 330%. This figure will be in creased to about 640% by 1975. Especially, the figure of Nihonbashi district that is now 380% is supposed to show nearly 900% by 1975. 4) The existing average scale of the blocks in this district is 0.3 ha. 5) The existing average scale of high storied building is nearly 0.06 ha. But, there are too maximum value in this figures. The small maximum value of this figures is nearly 0.02 ha, and the large maximum value is almost 0.13 ha.

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[title in Japanese]

[in Japanese], [in Japanese]

Article type: Article
1962 Volume 75 Pages 42-45
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_42

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[title in Japanese]

[in Japanese]

Article type: Article
1962 Volume 75 Pages 46-54
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_46

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[title in Japanese]

Article type: Bibliography
1962 Volume 75 Pages 55-58
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_55

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[title in Japanese]

Article type: Bibliography
1962 Volume 75 Pages 58-
Published: August 30, 1962
Released on J-STAGE: August 30, 2017

DOIhttps://doi.org/10.3130/aijsaxx.75.0_58

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