STATIC AND DYNAMIC ELASTO-PLASTIC BUCKLING BEHAVIOR OF DOUBLE-LAYER LATTICED DOMES WITH VARIOUS MESH PATTERNS

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  • KUMAGAI Tomohiko
    Dept. of Arch, and Building Eng., Graduate School of Science and Engineering, Tokyo Institute of Technology
  • TANIGUCHI Yoshiya
    Dept. of Urban Eng., Graduate School of Engineering, Osaka City University
  • OGAWA Toshiyuki
    Dept. of Arch, and Building Eng., Graduate School of Science and Engineering, Tokyo Institute of Technology
  • MASUYAMA Makiko
    Nippon Telegraph and Telephone East Corporation:Tokyo Institute of Technology

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Other Title
  • 網目形状の異なる二層立体ラチスドームの静的および動的弾塑性座屈性状
  • アミメ ケイジョウ ノ コトナル ニソウ リッタイ ラチスドーム ノ セイテキ オヨビ ドウテキ ダンソセイ ザクツ セイジョウ

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This paper is intended as an investigation of the static and dynamic buckling behavior of double-layer latticed domes with various mesh patterns. The treated mesh patterns are a square pattern (S-pattern) and a diagonal pattern (D-pattern). The combining mesh patterns for the domes as "mesh pattern for upper layer+mesh pattern for lower layer" are "S-pattern+S-pattern", "S-pattern+D-pattern" and "D-pattern+S-pattern". The static or dynamic loads are applied to the nodes in proportion to the distribution of dead load. The methods of numerical analyses are an elastoplastic buckling analysis (static analysis) and a time history response analysis (dynamic analysis) taking into account the geometrical and material nonlinearities. In the dynamic analysis, the input waveform is a vertical step wave. Based on the results, first, the effects of the mesh pattern and the half subtended angle of dome on the static and dynamic buckling behavior are made clear. Then, the static ultimate loads and the dynamic buckling loads are estimated by using Modified Dunkerley Formulation as a function of generalized slenderness ratio A with knock-down factor γ. Finally the strain and input energy obtained by the static and dynamic analyses are compared and discussed.

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