ENERGY-BASED SEISMIC PERFORMANCE ANALYSIS OF PALACE-STYLE TIMBER FRAME OF TANG-DYNASTY
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摘要: 唐代殿堂型木结构遗存在漫长历史进程中抵抗多次地震作用仍屹立不倒，表现出良好抗震性能。由于采用放松约束平摆浮搁柱脚节点及厚重大屋盖，水平地震作用下，木构架会发生反复摇摆抬升，存在能量转化问题，因此有必要通过构架中的能量分析进一步揭示其抗震机理。分析了地震作用下摇摆木构架中的能量平衡关系，建立了典型唐代殿堂型木构架精细化有限元模型并进行动力时程分析，通过木构架中的能量组成及变化规律分析揭示其抗震机理，同时研究了地震作用参数及斗拱-梁架一体化铺作层构造、柱头馒头榫弱连接节点形式、竖向荷载大小等结构参数对木构架中能量的影响。结果表明：地震作用下木构架摇摆变形过程中动能与重力势能及弹性应变能不断转化，并通过阻尼、摩擦及塑性变形耗散能量。由于“大屋盖”储能优势，输入的动能通过转化为重力势能存储于构架中，减轻构件损伤的同时也为其消耗地震能量争取了时间。影响参数分析结果表明：竖向荷载大小和地震波加速度幅值对木构架中能量影响较大，这两个参数值越大，木构架总输入能及阻尼耗能越大。Abstract: The palace-style timber frame of Tang Dynasty has been standing up for a long period, and it has good seismic performance. The timber frame will rock and lift repeatedly under horizontal earthquake excitations, which is associated with energy conversion due to the relaxed constraint floating column foot joint and the big roof. Therefore, it is necessary to further reveal its seismic mechanism through energy analysis of the timber frame. The energy balance relationship of the rocking timber frame under earthquake actions was analyzed. The refined finite element model of a typical palace-style timber frame of Tang Dynasty was established and the dynamic time history analysis was carried out. The seismic mechanism was revealed through the analysis of energy composition and variation. The influences of seismic parameters, brackets complexes, column head and vertical load on the energy dissipation of the timber frame were studied. The results show that under the earthquake, the kinetic energy, gravity potential energy and elastic strain energy are continuously transformed in the process of rocking of timber frame, and the seismic energy is dissipated through damping, friction and plastic deformation. Due to the energy storage advantages of the 'large roof', the kinetic energy of the input structure is stored in the frame by being converted into gravitational potential energy, which reduces the damage of the component and strives for time to consume seismic energy. The magnitude of vertical load and the amplitude of seismic wave acceleration have great influences on the energy of the timber frame: the greater the two parameters are, the greater the total input energy and damping energy dissipation of the timber frame are.
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图 11 加速度为0.1 g时基准模型中的能量
Figure 11. The energy at 0.1 g acceleration amplitude of model JZ
图 12 加速度为0.3 g时基准模型中的能量
Figure 12. The energy at 0.3 g acceleration amplitude of model JZ
图 13 不同加速度幅值下基准模型中的能量
Figure 13. Energy in model JZ under different acceleration amplitudes
图 14 不同地震波条件下基准模型中的能量对比
Figure 14. Energy comparison in model JZ under different seismic wave conditions
图 16 不同铺作层构造模型中各项能量对比
Figure 16. The energy comparison of models with different brackets complexes
图 17 不同铺作层构造模型中速度对比
Figure 17. The speed comparison of models with different brackets complexes
图 18 不同铺作层构造模型中恢复力做功
Figure 18. The Energy by restoring force of models with different brackets complexes
图 19 加速度幅值为0.3 g时不同铺作层构造模型中各项能量对比
Figure 19. The energy comparison of models with different brackets complexes when the acceleration is 0.3 g
图 20 加速度幅值为0.1 g时不同柱头设置模型中各项能量对比
Figure 20. The energy comparison of models with different settings of column head when the acceleration is 0.1 g
图 21 加速度幅值为0.3 g时不同柱头设置模型中各项能量对比
Figure 21. The energy comparison of models with different settings of column head when the acceleration is 0.3 g
图 22 加速度幅值为0.1 g时不同竖向荷载作用模型的各项能量对比
Figure 22. Comparison of various energies of models under different vertical load when the acceleration is 0.1 g
图 23 加速度幅值为0.1 g时不同竖向荷载作用模型的恢复力做功对比
Figure 23. The comparison of energy by restoring force of models under different vertical load when the acceleration is 0.1 g
图 24 加速度幅值为0.3 g时不同竖向荷载模型中的各项能量对比
Figure 24. Comparison of various energies of models under different vertical load when the acceleration is 0.3 g
表 1 木构架组成构件尺寸
Table 1. Dimensions of components of the timber frame model
构件 B×H/mm L 数量 栱暗销 42×84 168 48 斗暗销 42×42 126 64 木柱 630(直径) 5040 4 栌斗 672×672 140 4 一层华栱 210×441 1302 4 泥道栱 210×315 1302 4 枋散斗 294×336 210 40 栱散斗 336×336 210 24 二层明乳栿 336×441 7724 2 阑额 210×441 4410 2 三层华栱 210×441 2625 4 四层素枋 210×441 8988 2 五层华栱 210×441 3024 4 六层华栱 210×315 2583 4 草乳栿 315×441 9072 2 一层柱头枋 210×315 10080 2 二层与四层柱头枋 210×315 10080 4 三层与五层柱头枋 210×315 10080 4 馒头榫 189×189 189 4 注：除柱以外，其它构件的B、H分别为构件横截面的宽和高；L为构件长度，其尺寸为外轮廓设计尺寸。 
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表 2 木材材料参数
Table 2. Property parameters of timber
参数 取值 参数 取值 参数 取值 E11 8900 E22 480 E33 233 ν12 0.0287 ν13 0.0313 ν23 0.606 G12 720 G13 351 G23 160 T1 93.56 T2 5.12 T3 5.12 C1 41.19 C2 5.12 C3 5.12 S12 8.0 S13 8.0 S23 2.0 注：E/MPa为弹性模量；G/MPa为剪切模量；ν为泊松比；T、C、S分别为抗拉、抗压、抗剪强度；1、2、3分别为顺纹方向、横纹径向和横纹弦向。
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表 3 分析工况
Table 3. Analysis conditions
工况 模型 地震波 加速度幅值/g 基准 JZ(基准模型) Parkfield波 0.1 不同加速度幅值 0.2 0.3 0.4 不同地震波 Borrego Mtn波 0.1 San Fernando波 0.1 Borrego波 0.1 不同铺作层构造 A-1(仅截断眀乳栿) Parkfield波 0.1 A-2(仅截断素枋) 0.1 A-3(截断眀乳栿和素枋) 0.1 0.3 柱头馒头榫 B(无馒头榫) Parkfield波 0.1 0.3 不同竖向荷载 C-1(面荷载为10.5 kN/m2) Parkfield波 0.1 C-2(面荷载为14 kN/m2) 0.1 0.3
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