Transactions of the Architectural Institute of Japan
Online ISSN : 2433-0027
Print ISSN : 0387-1185
ISSN-L : 0387-1185
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Volume 149
Displaying 1-15 of 15 articles from this issue
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  • [title in Japanese]
    Article type: Cover
    1968Volume 149 Pages Cover1-
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_Cover1
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  • [title in Japanese]
    Article type: Cover
    1968Volume 149 Pages Cover2-
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_Cover2
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  • [title in Japanese]
    Article type: Index
    1968Volume 149 Pages Toc1-
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_Toc1
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  • [title in Japanese]
    Article type: Appendix
    1968Volume 149 Pages App1-
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_App1
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  • STUDIES ON BOND STRENGTH OF REINFORCEMENT OF CONCRETE CAST IN BENTONITE SUSPENSION : Part 2. Experiment in Site
    YASUHIRO YAMAMOTO
    Article type: Article
    1968Volume 149 Pages 1-7
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_1
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    This experiment is intended to study the bond strength of the wall structure cast into the bentonite suspension in the groove of the ground in site, comparing it with that of the model experiment. The depth of the groove was 12 meter and the concentration of the bentonite suspension was 3〜5%. As the result of this experment, the compressive strength at the upper side and the both sides of the wall cast into the bentonite suspension is lower than that of the center of the wall. As compared with the strength of the wall of the ordinary concrete, the strength of the upper side of the wall cast into the bentonite suspension is alao found to be lower. Next, the bond strength of the concrete cast into the bentonite suspension is found to be lower than that of the ordiary concrete. The bond strength between the deformed bar set horizontally and the bentonite concrete decreases about 30〜40% from that of the ordinary concrete and the bond strength of the horizontal plain bar also decreases about 10〜4%. At the deformed bar set vertically, it is not found any decrease but at the vertical plain bar, it decreses about 10〜50% from the ordinary concrete. To sum up the results of this experiment and the former model experiment, the bond strength of the reinforcement of the concrete cast in the bentonite suspension can be almost described by the next formula. [numerical formula] X : Concentration of the bentonite suspension α, β : Constant τ_c : Bond strength of the ordinary concrete τ_x : Bond strength of the concrete cast into the X% bentonite suspension
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  • THE PLASTIC INTERACTION FORMULAE OF THE STEEL BEAM-COLUMNS
    JUN SAKAMOTO, ATUNORI MIYAMURA, MASAO WATANABE
    Article type: Article
    1968Volume 149 Pages 9-15
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_9
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    Plastic design formulae for beam-column with thrust and arbitrary end moments are derived analytically by extending K. Jezek's method. The effect of imperfections (residual stress, initial deflection) is included. The validity of the formulae is verified by rigorous numerical solutions. Simplidied design formulae; [numerical formula] are proposed.
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  • THE ULTIMATE STRENGTH OF THE STEEL BEAM-COLUMN (Part 2)
    BEN KATO, HIROSHI AKIYAMA
    Article type: Article
    1968Volume 149 Pages 17-23
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_17
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    In the preceding paper we analyzed inelastic behavior of the beam-column being subjected to the axial compression and lateral force. In this paper some examples of numerical computation are presented. Approximation technique developped after Horn's method is compared with the exact solution, and it's usefulness is proved. Comparison with the experimental data is also made. As a conclusion we can say importance of induction of the strain hardening property for true understanding of inelastic behavior of the beam-columns.
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  • Limit Analysis of Beam-Column Connections (I-2) : Cruciform Connections of Wideflange Members Subjected to Strong-Axis Bending
    Hisashi TANAKA, Akio FUKUSHIMA, Yung Chuan LIN
    Article type: Article
    1968Volume 149 Pages 25-33
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_25
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  • CALCULATION METHOD OF WIND PRESSURE ON ROOF AND WALL OF BUILDINGS WITH EAVES (Part 2)
    SHOJI KOBAYASHI
    Article type: Article
    1968Volume 149 Pages 35-40
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_35
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    Though the method to calculate the pressure distribution around the roofs and walls of buildings, subjected to a uniform stream, has been so far very tedious due to so many singular points involved in the solution, the author succeeded in finding out an easy calculation method with the help of the table of the modified elliptic function attached to the end of Part 2, which was derived from the Villat formula applied to the two-dimensional potential theory in accordance to the Levi Civita method. This paper presents the calculation method and the results of the pressure distribution on the roofs and walls of both two-and one-storied buildings with eaves, on the assumption that the separation starts from the roof ridge, the latter of which are compared with those of Dr. Kamei and his experiments in good greement. On the wind-ward side of both two- and one-storied buildings, the following conclusion may be drawn. (1) Since a great negative pressure distribution is exerted on the roof of the 2nd story, the eaves of which is subjected to a remarkable suction as well as a strong updraft, it is advisable that the design formula of pressure distribution now in force (1.3sinα-0.5) is revised and the eaves should be designed to be strong enough to withstand the severe local suction and updraft. (2) The greater part of the roof, eaves and wall of the one-storied builing is subjected to the positive pressure except the end of the eaves, provided that the roof inclination is small, while the possitive (negative) pressure on the roof increases (decreases) in proportion to the roof inclination and inverse prodrtion to the eaves height.
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  • DYNAMIC CHARACTERISTICS OF SPACE STRUCTURE
    TAKESHI OHYA
    Article type: Article
    1968Volume 149 Pages 41-48
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_41
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    Natural frequencies of space structures are obtained by the displacement method, and this paper is the first report of any series on the dynamic response analysis of space structures due to earthquakes. To simplify the analysis, the following assumptions are made. (1) The distributed masses of the member are concentrated at the joints. (2) The members are assumed as straight, constant cross section on each divided part. (3) The shearing deformation of the members are neglected. (4) The members are able to be resisted to bending moment, twisting moment, axial force and shearing force. With these assumptions, the equations of natural frequencies and the mode shape of space structurer are obtained by the displacement mehod considering effects of axical deformation. These results are as follows : (a) It is shown that space structures in vibration are greatly influenced to effects of axical force at spmmetrical first natural period. (b) It is shown that maximum natural period in space structures is symmetyical first natural period in case of lower rise and untisymmetrical first natural period in case of higher rise. (c) It is shown that in space structures as the rises becomes higher, the value of symmetrical first period decreases, on the contrary the value of untisymmetrical one increases.
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  • RESIDUAL STRESS AND ELASTO-PLASTIC STABILITY OF STEEL PLATE
    MORIHISA FUJIMOTO, ICHIEI TSUGE, TAKESI OKUMA
    Article type: Article
    1968Volume 149 Pages 49-53
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_49
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    In this previous paper, we have discussed the elasto-plastic stability of the steel plate with residual stress when it subjected to axial load. The theoretical analysis for the limit value of equilibrium at this state will be able to account for the same principle which appeared in this transaction No.125 or No.138. But in this case, it is different considerable points from the previous discussion that we must make the average stress (σ_x)_r and strain (ε_x)_r cuvature that it is add to the axial load on the residual stress or strain, for instance to see Fig. (2), and the critical strain (ε_ck)_r in this case must be discussed on this (σ_x)_r-(ε_x)_r cuvature. The conditional equation for limit value in this problem is the following form (2.20) under the foregoing analysis, and so we have calculated the limit ratio of the prate's width and thickness b/h for critical value in assuming same residual stresses, following table I. This results are shown in Fig. (7)〜(10).
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  • HORIZONTAL RESISTANCE OF PILE FOR RAPIDLY REDUCED SPRING SYSTEM NEAR TOP OF PILE
    Shizuo YAMAMOTO, Naotake KOMETANI
    Article type: Article
    1968Volume 149 Pages 55-62
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_55
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  • ON THE STANDARD LABOR OF PER UNIT AREA (Tsubo) : The Historical Progress of Estimation for Building House Part VII
    KAZUO NISHI
    Article type: Article
    1968Volume 149 Pages 63-71
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_63
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    A general idea of evaluating houses by standard labor per unit area (tsubo) was unified at any late on 1751 and had been inherited to the present day. From the beginning of Edo-era standard labor per unit area was already used as data of the estimated cost. In the data book on official construction of Osaka Castle, Edo Castle, etc. There were two kinds of standard labor per unit area : a) The esimated number of carpents per unit area (before construction) b) The practical number (after construction) Even today, this estimation technique is also used by all kinds of construction works. The sousce of the idea comes from the idea of the estimated number. The reason why the estimation technique by standard labor was so popular was related with social and economical background of the age. Standard labor was made possible to estimate the construction cost by the experience of building houses for a long time.
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  • THE FAN RAFTERING OF ZEN STYLE
    Kinya SEKIGUCHI
    Article type: Article
    1968Volume 149 Pages 73-84
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_73
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  • [title in Japanese]
    Article type: Bibliography
    1968Volume 149 Pages 85-87
    Published: July 30, 1968
    Released on J-STAGE: August 22, 2017
    DOIhttps://doi.org/10.3130/aijsaxx.149.0_85
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