Research for Development of Energy Dissipating Precast Reinforced Concrete Building

分析了钢筋混凝土截面的抗弯恢复力特性。在截面屈服时，压应力块的形状取决于混凝土的刚度，混凝土强度对压应力块的形状没有影响。混凝土材料的性能对梁的屈服截面曲率有很大的影响，并对梁的变形能力进行了试验研究。普通强度混凝土配筋梁的延性比AIJ设计导则基于极限强度概念的延性大。规范中规定的最低配箍量不足以防止高强混凝土梁的脆性破坏，高强混凝土梁柱内节点试验结果表明，受剪承载力不足的节点板在梁屈服后，由于节点板中心部位沿沿着梁钢筋的粘结劣化而发生剪切破坏。相同梁配筋率、钢筋屈服强度较高时，节点耗能较大。在梁主筋粘结指数小于0.22的情况下，具有良好的荷载-变形特性，通过非线性动力地震反应分析，研究了梁的滞回规律对钢筋混凝土框架结构地震反应的影响。梁的最大反应延性和框架的最大反应位移在Takeda模型和Takeda滑移模型两种情况下没有很大的差异。

Flexural restoring force characteristics of reinforced concrete section was analyzed. At the yelding of a section, the shape of compressive stress block depended on stiffness of concrete and no influence of concrete strength was observed on the shape. Curvature of a section at the yielding wassignificantly affected by material prperties of concrete.Deformation capacity of beams was studied xeperimentally. Ductility of beams with normal strength concrete and reinforcement was larger than that estimated by AIJ Desgn Guideline based on Ultimate Strength Concept. The minimum amount of stirrups provided in the Guideline was insufficient for beams withhih strength materals to prevent brittle failure.Experimental results of interior beam-column joint with high strength concrete indicated that the panel with insufficient shear capacity fails in shear after beam yielding due to bond deterioration along beam reinforcement in the center part of the panel. The energy dissipation of a joint was larger than that with the same beam reinforcement ratio and the higher yield strength of the reinforcement. In case of bond index of beam main reinforcement lower than 0.22, good performance in load-deformation characteristics was obtained.Effect of hysteresis rules of beam on the earthquake response of reinforced concrete frame structure was investigated by nonlinear dynamic earthquake resonse analysis. No large differences in the maximum response ductility of beams and the maximum respnse drift of frame were observed between the two cases with Takeda model and with Takeda-slip model.