NUMERICAL SIMULATION OF CEILING COLLAPSE IN FULL- …isobe/294.pdf · Numerical simulation of ceiling collapse in full-scale gymnasium specimen using ASI-Gauss technique 11th World

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Numerical simulation of ceiling collapse in full-scale gymnasium specimen using ASI-Gauss technique 11th World Congress on Computational Mechanics (WCCM XI)

5th European Conference on Computational Mechanics (ECCM V) 6th European Conference on Computational Fluid Dynamics (ECFD VI)

E. Oñate, J. Oliver and A. Huerta (Eds)

NUMERICAL SIMULATION OF CEILING COLLAPSE IN FULL-SCALE GYMNASIUM SPECIMEN USING ASI–GAUSS TECHNIQUE

H. Tagawa1, T. Yamamoto2, T. Yamashita1, T. Sasaki1 and D. Isobe3 1 Hyogo Earthquake Engineering Research Center

National Institute for Earth Science and Disaster Prevention (NIED) 1501-21 Nishikameya, Mitsuda, Shijimi-cho, Miki, Hyogo 673-0515, Japan

e-mail: [email protected], [email protected], [email protected], www.bosai.go.jp/hyogo/

2 Graduate School, University of Tsukuba

1-1-1 Tennodai, Tsukuba-shi, Ibaraki 305-8573, Japan e-mail: [email protected], www.kz.tsukuba.ac.jp

3 Division of Engineering Mechanics and Energy, University of Tsukuba

1-1-1 Tennodai, Tsukuba-shi, Ibaraki 305-8573, Japan e-mail: [email protected], www.kz.tsukuba.ac.jp/~isobe/

Key Words: Ceiling Collapse, Gymnasium, ASI–Gauss Technique, Finite Element Method

Abstract. Many ceiling collapse accidents were observed during the 2011 Great East Japan earthquake and have been observed during other earthquakes in Japan. A numerical seismic simulation of the collapse of the ceiling in a full-scale gymnasium specimen, which was tested at the E-Defense shaking table facility in 2014 [1], was conducted. The numerical model represented steel structural frames and a suspended ceiling. All of the members were modeled using linear Timoshenko beam elements. The adaptively shifted integration–Gauss technique, which shifts the numerical integration point adaptively to an appropriate position, was applied to a nonlinear finite element analysis of this structurally discontinuous problem. The preliminary simulation results showed that ceiling collapse progressed owing to detachment of the clips that connected the ceiling joists to the ceiling joist receivers and eventually resulted in the ceiling falling down.

1 INTRODUCTION

A large-space building, such as a school gymnasium, which is typically used as a shelter during major earthquakes, must maintain its ability to function after an earthquake disaster and withstand aftershocks. After the main shock of the 2011 Great East Japan earthquake, a series of aftershocks occurred, and it was reported that, in addition to the human casualties suffered, many school gymnasiums failed to function as shelters because of the structural damage that they suffered, including column–base damage, brace buckling, and damage caused by falling nonstructural elements such as ceiling components and lighting equipment. To address these problems, design guidelines for suspended ceilings have been issued by

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the structure. The locations of the numerical integration and stress evaluation points used in the ASI–Gauss technique are illustrated in Figure 5. Two consecutive elements forming a member are considered to be a subset, and the numerical integration points of an elastically deformed member are placed such that the stress evaluation points are coincident with the Gaussian integration points of the member. Therefore, stresses and strains are evaluated at the Gaussian integration points of elastically deformed members, and the accuracy of the bending deformation is guaranteed even using one-point integration.

The updated Lagrangian method was used to consider geometric nonlinearity in the incremental analysis. The conjugate gradient (CG) method was used to solve the linear equations. The Newmark– method was used for implicit time integration. The time step of the analysis was 1.0 × 10-3 s. The numerical simulation of the ceiling collapse was considered a structurally discontinuous problem. The detachments of the ceiling joists and ceiling joist receivers were considered by setting the sectional forces of the clips and hangers to be zero once the axial forces acting on these members exceeded the maximum strength. The contact of members with the ground was also considered.

Figure 5 Location of numerical integration and stress evaluation points considered with the

ASI–Gauss technique

5 PRELIMINARY SIMULATION RESULTS A nonlinear time history simulation was conducted for the model of the full-scale

gymnasium specimen with its suspended ceiling. The ground motion acceleration K-NET Sendai, which was observed during the 2011 Great East Japan earthquake and is shown in Figure 6, was scaled by 0.5 and input at all nodes on the first floor. The maximum strength of all of the clips was set to be 0.4 kN [4], and that of all the hangers was set to be 2.8 kN [5], to model the detachment of these elements.

The simulation results are shown in Figure 7. The ceiling joists and plaster boards on the right side of the suspended ceiling started to fall down approximately 72.5 s after the commencement of the simulation, as shown in Figure 7(a). The ceiling collapse commenced at 72.95 s, as shown in Figure 7(b). The clips became detached from the ceiling joist receivers, and the ceiling joists and plaster boards fell down at 74.2 s, as shown in Figure 7(c). Finally, the suspended ceiling had fallen completely at 75.2 s, as shown in Figure 7(d). The ceiling joists and plaster boards were all piled on the first floor. These results show that the numerical simulation of the ceiling collapse could be successfully conducted using the ASI–Gauss technique.

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