中文摘要：

故宫太和殿斗拱含溜金做法，是明清斗拱的最高形制。为更好地保护古建筑，以故宫太和殿-层平身科、柱头科、角科斗拱为对象，采取静力试验方法，研究了明清溜金斗拱的水平抗震性能。基于上述斗拱的实际尺寸，制作了1：2缩尺比例模型，含不同类型斗拱各1座。分别考虑荷载从横向、纵向作用于各斗拱，开展了低周反复加载试验。基于试验数据，获得了各斗拱的力-水平侧移（Pu）滞回曲线及骨架曲线，并在此基础上对比研究了各斗拱的延性系数、耗能性能、刚度退化等抗震参数，提出了斗拱水平刚度简化计算模型。结果表明：太和殿-层斗拱在水平荷载作用下具有较明显的滑移特性和较差的恢复力。斗拱在不同加载方向上的受力状态不同。随着u值增大，F值表现为先增大、后减小，最后趋于稳定的过程。对于不同斗拱而言，各斗拱极限承载力Fm大小顺序为：Fm（角科）〉Fm，（柱头科横向）〉Fm（平身科横向）〉Fm（平身科纵向）〉Fm（柱头科纵向）；延性系数肛大小顺序为：μ （柱头科纵向）〉μ （平身科纵向）〉μ（柱头科横向）〉μ （角科）〉μ（平身科横向）；耗能能力5大大小顺序为：S（平身科纵向）〉5（柱头科横向）〉S（角科）〉S（平身科横向）〉5（柱头科纵向）。与其他2种斗拱相比，角科斗拱的水平刚度退化不明显。太和殿-层斗拱的水平刚度值简化计算模型可用3线段表示，各阶段的水平刚度值依次减小。

英文摘要：

Liujin Constitution for tou-kungs （bracket sets） of Taihe Palace in the Forbidden City represented the highest level of tou-kungs in Ming and Qing dynasty. To effectively protect Chinese ancient buildings, tou-kungs of 1^st eave of Taihe Palace were statically tested for their lateral seismic performance. Based on actual sizes of intermediate set, column set and comer set of tou-kungs, the corresponding 1/2-scale models （one model for each type of tou-kung） were fabricated. The tou-kungs were loaded in transverse or longitudinal direction, respectively, and tested in low-cycle reversed loading conditions. Hysteretic curves of force-lateral displacement （F-u） as well as the skeleton curves of the models were obtained. Furthermore, the seismic parameters of tou-kungs, such as ductility, energy dissipation capability, stiffness degradation, were studied and compared, and a simplified calculation model was proposed for the lateral stiffness of tou-kungs. Results show that under lateral loads, tou-kungs of 1 ^st eave of Taihe Palace possess obvious slippage characteristic and poor restoring capability. Stress states of tou-kungs may vary with the loading direction. With the increase of u, the value of F may firstly increase, then decrease, and finally tend to be stable. For different types of tou-kungs, the ultimate bearing capacity Fm may be ordered as Fm （comer set） 〉 Fm （column set, transverse loading） 〉 Fm （intermediate set, transverse loading ） 〉 Fm （intermediate set, longitudinal loading ） 〉 Fm （column set, longitudinal loading ）; the ductility coefficient μ may be ordered as μ （column set, longitudinal loading ） 〉 μ （intermediate set, longitudinal loading） 〉μ （column set, transverse loading） 〉 μ（corner set） 〉 μ （intermediate set, transverse loading）; the energy dissipation capability S may be ordered as S （intermediate set, longitudinal loading） 〉 S （column set, transverse loading） 〉 S （corner set） 〉 S （intermediate s