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This paper is focused on the mechanical performance of the Dou-Gong bracket at the corner under vertical load. A full-scaled specimen was tested under the static compressive load. The load-displacement curves, load distribution law and displacement of components were discussed. A finite element model was established and validated with test results....
Contexts in source publication
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... structure of a typical Qing-style Dou-Gong bracket at the corner is relatively complex, including five types of components: Dous, Gongs, Angs, Fangs and Hengs. The structure of the "Single-Qiao SingleAng Five-Cai" Dou-Gong bracket is shown in Figure 2. The Dou-Gong bracket at the corner can be divided into six layers from bottom to top, which includes: the Dou I (the No. 1 layer), the Gong O2 and the Gong H21 (the No. 2 layer), the Gong O3 and the Gong H31 (the No. 3 layer), the Gong O4 and the Gong H41 (the No. 4 layer), the Gong O5 and the Gong H51 and the Gong H55 (the No. 5 layer), the Gong O6 and the Gong H61 (the No. 6 layer), the Gong H71 and the Gong H72 (the No. 7 layer). ...
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... the maximum load is reached, the deformation validation of the whole Dou-Gong bracket is shown in Figure 20. The deformation and stress distribution are shown in the width and oblique 45° directions, respectively. ...
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... normal stress in parallel-to-grain direction and perpendicular-to-grain direction, and the shear stress of the Gong O2 are analyzed as shown in Figure 22. In general, the Gong O2 is similar to a flexural beam under the axial compression, it is concave in the middle of the span, and both ends are raised upwards. ...
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... normal stress in parallel-to-grain direction and perpendicular-to-grain direction, and the shear stress of two Gong H21 are analyzed, as shown in Figure 23 and Figure 24. In general, the bending shape and the maximum compressive stress distribution of the Gong H21 under the load are the same as the Gong O2. ...
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... normal stress in parallel-to-grain direction and perpendicular-to-grain direction, and the shear stress of two Gong H21 are analyzed, as shown in Figure 23 and Figure 24. In general, the bending shape and the maximum compressive stress distribution of the Gong H21 under the load are the same as the Gong O2. ...
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... normal stress in parallel-to-grain direction and perpendicular-to-grain direction, and the shear stress of the Gong O3 are analyzed as shown in Figure 25. The bending shape of the Gong O3 is also the same as the Gong O2. ...
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... normal stress in parallel-to-grain direction and perpendicular-to-grain direction, and the shear stress of the Gong O4 are also analyzed as shown in Figure 26. Like the Gong O3, its normal stress is small, and the wood is still in the elastic stage in both parallelto-grain and perpendicular-to-grain directions. ...
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... influence of different compressive strength in the longitudinal direction on the load-displacement curves and all eigenvalues are shown in Figure 27(a) and Table 5. On the other hand, the influence of different compressive strength in the radial direction on the curves and all eigenvalues are given in Figure 27(b) and Table 6. ...
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... influence of different compressive strength in the longitudinal direction on the load-displacement curves and all eigenvalues are shown in Figure 27(a) and Table 5. On the other hand, the influence of different compressive strength in the radial direction on the curves and all eigenvalues are given in Figure 27(b) and Table 6. ...
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... influence of different elastic moduli in the longitudinal direction on the load-displacement curves and all eigenvalues are shown in Figure 28(a) and Table 7. On the other hand, the influence of different elastic moduli in the radial direction on the curves and all eigenvalues are given in Figure 28(b) and Table 8. ...
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... influence of different elastic moduli in the longitudinal direction on the load-displacement curves and all eigenvalues are shown in Figure 28(a) and Table 7. On the other hand, the influence of different elastic moduli in the radial direction on the curves and all eigenvalues are given in Figure 28(b) and Table 8. ...
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... influence of different friction coefficients on the load-displacement curves and all eigenvalues are shown in Figure 29 and Table 9. The simulation results show that with the increase of friction coefficients, the stiffness of the Dou-Gong bracket in elastic and plastic stages increases, while the maximum displacement and yielding displacement decrease. ...
Citations
... However, these studies were primarily focused on the Song-style DG brackets, while the studies on Qing-style DG brackets were limited. Compared to the Song-style DG, the volume of the Qing-style DG was reduced, but the structure was more complex and most of the preserved ancient buildings were Qing Dynasty buildings [20]. Thereby, the study of Qing-style DG brackets should be emphasized to better protect cultural heritages. ...
... Therefore, the horizontal bearing force P of the DG bracket can be rewritten as Eq. (20). ...
The distinctive structural construction in the overhanging and width directions of Dou-Gong (DG) bracket in ancient timber buildings results in different seismic performances of the DG. To study the effect of loading direction on the seismic behaviors of the DG bracket, the pseudo-static tests are conducted on two Dou-Gong brackets on column in the overhanging direction (DG-1) and width direction (DG-2), respectively. The failure mode, hysteretic behavior, skeleton curve, stiffness degradation, and energy dissipation capacity of the DG are obtained. Besides, the rotational, sliding, and bulging displacements as well as their proportions of DG com-ponent's horizontal displacement are analyzed. In addition, a theoretical model was proposed to calculate the horizontal load of the DG. Results show that the failure modes of DG-1 and DG-2 are rotation and relative slip of DG components, broken of Xiao 1, and embedment of Flat-Beam. DG-1 has a superior bearing capacity, initial stiffness, and energy dissipation capacity compared with DG-2. However, both DGs exhibit good deformation ability and obvious stiffness degradation. The horizontal displacement component of DG-1 increases first and then tends to be stable with the loading displacement, while the component displacement of DG-2 increases gradually. The rotational and sliding displacements of the DG components are significantly larger than the bulging displacement. The higher the DG components, the larger the rotational displacement. The proportion of the component's sliding displacement is larger than the rotational displacement for DG-1, while the proportion for DG-2 is opposite. The theoretical model for the horizontal load can effectively calculate the bearing capacity of DG brackets.
... To obtain the accurate structural behaviors of dougongs subjected to external loads such as earthquakes and wind loads, qualitative and quantitative analyses have been conducted to compare the effects of the fork column of puzuos [2], Mantou tenon [5], and dowel size [14] on the rotation and hysteretic behavior, initial stiffness, and energy dissipation capacity of puzuos. In addition, a simplified hysteretic model has been used to investigate the skeleton curve characteristics and hysteretic behaviors of typical Songstyle brackets [15][16][17]. The number of dougong connections has also been discussed to study the eccentric compression properties, initial stiffness, yield load, and maximum load [18,19]. ...
Investigating the seismic performance of puzuo is critical for protecting the Yingxian Wooden Pagoda. In this study, the influence of different structural characteristics and vertical loads on the seismic performance of Zhutou Puzuos was investigated. The Zhutou Puzuos in the outer circles on the second to fifth open floors were tested under cyclic loading. The test results indicated that the dominating deformation of the Zhutou Puzuo was rotational in the positive direction, whereas both rotational and slip deformations contributed to the deformation in the negative direction. The energy-dissipation and load-bearing capacities increased with an increase in the number of pu, which is a typical structural characteristic. The position of the initial slip varied as the vertical load increased during the early stage of the test. The increasing ratios of the negative bearing capacities of the puzuo joints on the second, third, fourth, and fifth open floors were 2.89, 3.93, 5.39, and 1.17, respectively, as the vertical load increased by 3.7 times. Additionally, the force transmission path of the vertical load included the nidaogong and huagong orientation with the majority of the loads transmitted by nidaogong orientations. This study provides valuable experimental data and analysis methods for investigating the seismic performance of the Yingxian Wooden Pagoda.
