Research ArticleNo Access

Failure Behavior of Double-Layer-Domes Subjected to Impact

E. Nazari

Faculty of Civil Engineering, Urmia University of Technology, Urmia, Iran

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and

B. Shekastehband

Faculty of Civil Engineering, Urmia University of Technology, Urmia, Iran

E-mail Address: b_shekastehband@uut.ac.ir

Corresponding author.

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https://doi.org/10.1142/S0219455421500152Cited by:7 (Source: Crossref)

Abstract

The dynamic failure behavior of double-layer-domes subjected to impact is studied numerically through the nonlinear finite element software LS-DYNA. The parameters considered in this work include the mass, velocity, and size of impactor, impact direction, roof weigh, geometric imperfection, rise-to-span ratio, and depth of dome. The dynamic time-history response and energy conversion of the structure are utilized to distinguish between the failure mechanism types. For the cases studied, it is found that failure of the structures falls into one of the three categories: (1) local shear failure, (2) partial progressive failure, and (3) full progressive failure. Non-failure case dominates the dome response when the kinetic energy of the impactor is small enough, and the structure can convert most of the kinetic energy into the strain energy, thereby absorbing the impact. Local shear failure occurs in a double-layer-dome when an impactor with very high kinetic energy strikes the dome. For an impactor striking with a mass of 5 to 300ton and a velocity of 50 to 120m/s, the double-layer-dome studied will suffer from partial progressive failure. Varying mass and velocity of the impactor in the range of 1 to 300ton and 200 to 400m/s, respectively, results in a tendency of the dome to exhibit local shear failure. Although impact direction does not cause a change in the failure mechanism type, there is a reduction in the severity of failure of the system as the impact angle increases. Roof weight has no dominant effect on the failure mechanism of the double-layer-dome. A small initial member imperfection with amplitude 0.001 $L$ $L$ does not change the progressive failure type. A large member imperfection of 0.01 $L$ $L$ triggers member buckling and leads to local shear failure of the dome. Except for some loading cases, the change in the rise to span ratio and depth of the dome does not seriously affect the failure mode.

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