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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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... Dou-Gong bracket plays an important role in twoway cantilever and connecting the components in the length and width directions of the buildings. The DouGong brackets at the corner can be divided into two types, including the Song-style Dou-Gong brackets (AD 960-1279, see Figure 1(a)) and the Qing-style DouGong brackets (AD 1644(AD -1912, see Figure 1(b)). During the evolution of ancient Chinese buildings, DouGong brackets change mostly significantly. ...
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... Dou-Gong bracket plays an important role in twoway cantilever and connecting the components in the length and width directions of the buildings. The DouGong brackets at the corner can be divided into two types, including the Song-style Dou-Gong brackets (AD 960-1279, see Figure 1(a)) and the Qing-style DouGong brackets (AD 1644(AD -1912, see Figure 1(b)). During the evolution of ancient Chinese buildings, DouGong brackets change mostly significantly. ...
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... relationship between stiffness and vertical load is shown in Figure 10. There is a huge difference in the stiffness of the Dou-Gong bracket in different stages, and the stiffness in the plastic stage is 76.36% lower than that in the elastic stage. ...
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... are two kinds of timber components of the DouGong bracket at the corner, one kind is the components in the width direction (see the blue components in Figure 11), and the other kind is the components in the oblique 45° (see the yellow components in Figure 11). ...
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... are two kinds of timber components of the DouGong bracket at the corner, one kind is the components in the width direction (see the blue components in Figure 11), and the other kind is the components in the oblique 45° (see the yellow components in Figure 11). ...
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... distribution of the vertical load of each structural layer of the Dou-Gong bracket in the width and the oblique 45° directions is shown in Figure 12 Note: (1) k, ∆, P represent the stiffness, displacement and vertical load, respectively. (2) The subscripts "i", "y", "p", "u", "e" correspond to the initial, yielding, plastic, maximum points and the elastic stage. ...
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... load distribution in the No. 6 layer is shown in Figure 12(f). The Gong O6 and the Gong H61 transfer the load to the Gong H71, while the Gong H55 transfers the load to the Gong H72. ...
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... ratios of load distribution in the width and the oblique 45° directions of each structural layer are shown in Figure 13. Since both the Gong H71 and the Gong H72 are components in the width direction, the "No.6" curve in the figure only represents the load distribution ratio of the Gong H71 and the Gong H72. ...
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... vertical displacement of the Pingban-Fang, the north and south sides of the Dou I, and the head and tail of the Gong O2 and the Gong O3 are analyzed respectively. Relationships between vertical load and displacement are given in Figure 14. In general, the displacement of each component increases with the increment of the load. ...
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... the curves of the Gong O2 and the Gong O3, the initial stiffness of the components is small, and then the full section is compressed and deforms elastically. The load-displacement curves in Figure 14(a) and in Figure 14(b) are compared, and results indicate that when the load is the same, the displacement of the south side of the Pingban-Fang and the Dou I is larger than that of the north side, and the displacement of the tail of the Gong O2 and the Gong O3 is larger than that of the head. Looking from east to west, the Pingban-Fang rotates counterclockwise and the Gong O2 and the Gong O3 rotate clockwise. ...
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... the curves of the Gong O2 and the Gong O3, the initial stiffness of the components is small, and then the full section is compressed and deforms elastically. The load-displacement curves in Figure 14(a) and in Figure 14(b) are compared, and results indicate that when the load is the same, the displacement of the south side of the Pingban-Fang and the Dou I is larger than that of the north side, and the displacement of the tail of the Gong O2 and the Gong O3 is larger than that of the head. Looking from east to west, the Pingban-Fang rotates counterclockwise and the Gong O2 and the Gong O3 rotate clockwise. ...
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... from east to west, the Pingban-Fang rotates counterclockwise and the Gong O2 and the Gong O3 rotate clockwise. Figure 15 shows the vertical displacement of each component in the direction of width and oblique 45° directions under the condition of initial load P i , the yielding load P y , the plastic stiffness load P p and the maximum load P u . The vertical displacements of the Dou I, the Gong O2, and the Gong O3 are taken as the average values of the displacement values on the north side (the tail) and the south side (the head). ...
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... FE model includes several parts: the hinge, the steel plate, the Pingban-Fang, and the Dou-Gong bracket at the corner. The meshing of the FE models from the views of the width direction and the oblique 45° direction is shown in Figure 16. The global meshing size is 15 mm × 15 mm × 15 mm. ...
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... loading process includes a loading stage and a load-holding stage, the loading rate and duration of each stage are consistent with the test. As shown in Figure 17, the hinge, the steel plate, and the Pingban-Fang are set as the rigid body. A "hinge" connector element is used to connect the hinge and the steel plate. ...
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... is an orthotropic material, and the material properties are given in Table 1. The elastic-brittle model is adopted for the tensile stress-strain relationship, while the elasticplastic model is used for the compressive stressstrain relationship (see Figure 18). The Hill yielding criterion is used to consider the yielding stress ratios. ...
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... comparison of the simulated and test skeleton curves is shown in Figure 19(a) to verify the rationality of the FE model. The simulated values of the yielding load and the maximum load are all slightly different from the test values, however, the simulated values of the elastic stiffness are larger than the test values. ...
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... simulated energy diagram is given in Figure 19 (b). During the whole modeling process, the ratios of kinetic energy to internal energy are less than 10%, which shows that the effect of inertial force is small, and the simulation process is a correct quasi-static response. ...
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... normal stress and shear stress in the parallel-tograin and the perpendicular-to-grain directions of the Dou I under the axial compression are analyzed respectively, as shown in Figure 21. The 1, 2, and 3 directions of the stress are the directions of x, y, and z, respectively. ...
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... tensile and compressive stress in the parallel-to-grain direction are less than the corresponding strength of the wood, and the Dou I is still in the elastic stage. In Figure 21(b), the yielding areas in the perpendicular-to-grain direction of the wood are shown in gray, the upper surface of the Dou I is all yielding, and the grid lines on the surface are crooked. The shear stress of the Dou I is not large and does not exceed the shear strength of the wood. ...
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.
