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Article type: Cover
1985 Volume 353 Pages
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Published: July 30, 1985
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Article type: Cover
1985 Volume 353 Pages
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Published: July 30, 1985
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Article type: Index
1985 Volume 353 Pages
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Published: July 30, 1985
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Article type: Appendix
1985 Volume 353 Pages
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Published: July 30, 1985
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HIROYUKI KAWAMURA
Article type: Article
1985 Volume 353 Pages
1-12
Published: July 30, 1985
Released on J-STAGE: December 25, 2017
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Steel bars with an anchor block embedded in concrete have been used in the reinforced concrete pre-cast joints and in the concrete curtain wall joints. Some of these embedded bars have been subject to the tensile force and the concrete wrapping them has been broken down by tensile stresses. So in this paper, we have showed the semi-experimental equations to estimate the pull-out strength of embedded bars in three dimensional concrete body under the purely tensile force, by reconsidering the experimental data in the past obtained from many kinds of the pull-out tests carried on to examine the size (the thickness and the diameter) of an anchor block, the shape, the deepness of an anchor in concrete, the bulk of the anchor concrete and by assuming the simple stress distribution on the surface of the destroied cone of the anchor concrete from Mindlin's solution for a force operative in the interior of a semi-infinite solid. And also we have reported the experimental results on the bearing capacity of two dimensional concrete plate, and the preceding estimating method by the semi-experimental equation being adapted for these plates. And after analyzing the internal stress distribution about the concentrically loaded bars of all these concrete specimens, putting to test it by the finite element methods, we have showed the bearing capacity could be estimated from the apparent plastic sphere and the stress grade at its ending point obtained by these elastic stress distribution and the criterion of concrete destruction.
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MICHIO SHIBATA, MINORU WAKABAYASHI
Article type: Article
1985 Volume 353 Pages
13-20
Published: July 30, 1985
Released on J-STAGE: December 25, 2017
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In multi-story braced frame, axial forces of columns vary significantly in the earthquake excitation, and the hysteretic behavior of the system much depends on the column behavior. In this study, the hysteretic characteristics of columns in a multi-story braced frame is investigated experimentally and theoretically. Eight specimens are tested under the alternately repeated loading, which correspond to the base story of 6 story braced frame. Axial force variation and the hysteretic behavior of columns are investigated by analysing the column strain gage output. Theoretical consideration is also conducted to analyse the relationship between the column axial force and the load carrying capacity of the system. The major conclusions of this study are as follows : (1) Axial force variation of columns is almost proportional to the horizontal force carried by the system. (2) The maximum ratio of the column compression force to the limt axial force is little dependent on the column cross-sectional area, because the increase of the column cross-sectional area causes the increase of the load carrying capacity of the system. (3) The effect of the column axial force variation to the load carrying capacity of the system depends on the aspect ratio of the system and on the cross-sectional shape and the slenderness of the column.
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TOSHIRO SUZUKI, TOSHIYUKI OGAWA, TOORU TAKEUCHI
Article type: Article
1985 Volume 353 Pages
21-28
Published: July 30, 1985
Released on J-STAGE: December 25, 2017
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The present paper aims at developing a new design method for steel roof structures to cover large spans. At present, convienient and temporary structures for covering large scale roofs are plane lattice trusses or space frames. As a method contrary to this, we develop a new design method of structures using long beams constituted with three dimensional trusses in one direction. The members constituting the truss beams are steel tubes. In this paper, we discuss the dynamic properties of the three dimensional truss beams which will be necessary for designing and make it clear by analysis and experiments. These properties are proved to be well explained by continuous theory.
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MASAYOSHI NAKASHIMA
Article type: Article
1985 Volume 353 Pages
29-36
Published: July 30, 1985
Released on J-STAGE: December 25, 2017
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JUN SAKAMOTO, YOSHIRO KOHAMA, YASUHIRO MORI
Article type: Article
1985 Volume 353 Pages
37-47
Published: July 30, 1985
Released on J-STAGE: December 25, 2017
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The first and second order statistics on response spectra, such as input energy spectra, ductility spectra and cumulative deformation spectra, and the statistics of lateral force responses for multi-degree-frredom systems are surveyed. In the latter part of the paper, earthquake load models and factored design spectra for ultimate limit state design are discussed comparing with the design spectrum in current seismic code.
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SHIGEHIRA OZONO, JUNJI MAEDA, MINORU MAKINO
Article type: Article
1985 Volume 353 Pages
48-61
Published: July 30, 1985
Released on J-STAGE: December 25, 2017
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Transmission lines and towers can be regarded as a coupling system. In order to clarify its fundametal dynamic characteristics, a few idealized models are studied and discussed. The authors adopt the mixed formulation and extend the algorithm so as to solve the coupling system. Conclusions are as follows: (1) In the low frequency range, the transverse wave of transmission lines affects the behavior of towers. If the lines of the adjacent spans are in the transition mode and each of them out-of-phase, then the tower between them is deformed significantly. (2) In the high frequency range, trasmission lines are excited in the longitudinal mode. Each one of natural frequency of the single tower system undergoes division into some ones of the coupling system. The range between the lowest "branching" frequency and the highest one seems to be separated with the increasing cable number (parameter H). These dynamic characteristics may be explained, to a certain extent, by "the coupled pendulum model" analogically.
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HIDEO TAKABATAK, OSAMU MATSUOKA
Article type: Article
1985 Volume 353 Pages
62-71
Published: July 30, 1985
Released on J-STAGE: December 25, 2017
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The aim of the present paper is to clarify experimentally the inelastic restoring force chracteristic and the mechanical behaviors of a cantilevered circular cylindrical shell made of steel, such as an oil tank and a silo, under subjecting to a laterally and statically repeated end load at the free end, in which the cylinder contains nothing. Seconderily, from comparing the experimental results with numerical ones by the Flugge's shell theory for an end load, the treatment of the exact boundary conditions is shown to be important in the shell analysis. Thirdly, the beam analogy theory to such a cantilevered circular cylinder is presented to be an effective analytical method instead of the shell theory.
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HIROSHI IMAI, MASAHIDE MURAKAMI
Article type: Article
1985 Volume 353 Pages
72-80
Published: July 30, 1985
Released on J-STAGE: December 25, 2017
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In general, the lateral expansion of reinforced concrete columns yielding by shear increase with the damage degree. In this report, in order to guess the experienced maximum shear deformation, the relationship between lateral expansion behavior and shear deformation characteristics was investigated. As shwon in Fig.1, a core part of a R/C column was idealized into two-dimensional, non-linear, and non-homogeneous elements, and tensile reinforcements and compressive reinforcements including peripheral concrete in the compressive side are idealized into elements supporting only axial load. The following results are summarized. (1) Most of plastic shear deformation and lateral expansion of R/C columns are due to plastic deformation which occurs under main tensile stress of the core concrete. (2) In case of alternating reversal loading, a experienced plastic shear strain can be theoretically connected with a lateral expansion by Eq. (1).[numerical formula]…(1) where γ_<max> ; experienced maximum plastic shear strain β; ratio of the irrecoverable lateral expansion to the maximum one (0<β≦1) θ; angle between cracks and a axis of a R/C column ε_<xo>; irrecoverable lateral expanisipn strain of R/C column (3) Experienced maximum shear displacement of R/C colums (δ_s) can be guessed from the Eq.(2). [numerical formula]…(2) where ε_<xoi>; irrecoverable lateral expansion at the i-th section H ; length of measured sections (4) A lateral expansion (ε_x) can be connected with a plastic absorbed energy by shear (E_<sp>) by Eq.(3). [numerical formula]…(3) where Qu; yielding shear strength of a R/C column
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KENJI SAKINO, HISAYOSHI ISHIBASHI
Article type: Article
1985 Volume 353 Pages
81-91
Published: July 30, 1985
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FUKUJIRO FURUMURA, TAKEO AVE, WHA JUNG KIM, TAKESHI OKABE
Article type: Article
1985 Volume 353 Pages
92-102
Published: July 30, 1985
Released on J-STAGE: December 25, 2017
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[in Japanese]
Article type: Article
1985 Volume 353 Pages
103-104
Published: July 30, 1985
Released on J-STAGE: December 25, 2017
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[in Japanese]
Article type: Article
1985 Volume 353 Pages
104-
Published: July 30, 1985
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Article type: Appendix
1985 Volume 353 Pages
App2-
Published: July 30, 1985
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Article type: Cover
1985 Volume 353 Pages
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Published: July 30, 1985
Released on J-STAGE: December 25, 2017
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