本文選題：現澆框架結構 + 強柱弱梁��； 參考：《西安建筑科技大學》2013年碩士論文

【摘要】：對于現澆鋼筋混凝土框架結構，“強柱弱梁”破壞模式較為理想。但在汶川大地震中，這種良好的耗能結構發(fā)生的是“強梁弱柱”破壞模式，大部分框架結構的柱端出現塑性鉸，說明現行抗震設計規(guī)范中的梁柱設計參數存在不合理之處。影響“強柱弱梁”破壞模式實現的影響因素很多，本文僅對主要影響因素進行定性分析，即重點研究框架梁剛度放大系數與框架柱彎矩放大系數對實現這種破壞模式的影響。論文研究內容如下： 首先，研究框架梁剛度放大系數對“強柱弱梁”屈服機制實現的影響。分別對7度設防三級抗震框架、8度設防二級抗震框架和9度設防一級抗震框架模型做Pushover分析，其中剛度放大系數設定為1.8、2.0、2.2和2.4。通過比較不同剛度放大系數下結構的破壞模式、樓層位移、層間位移和大震下的層間位移角來確定結構框架梁剛度放大系數的合理取值。 其次，研究框架柱彎矩放大系數對“強柱弱梁”屈服機制實現的影響。分別對6度設防四級抗震框架、7度設防三級抗震框架、8度設防二級抗震框架和9度設防一級抗震框架模型做Pushover分析，其中彎矩放大系數設定為0.8~2.2，并且6、7、8、9度設防的框架結構都含有原始結構模型，即彎矩放大系數分別為1.2、1.3、1.5、1.7。通過比較不同剛度放大系數下結構的破壞模式、樓層位移、層間位移和大震下的層間位移角來確定結構框架柱彎矩放大系數的合理取值。 最后，通過上述得出的框架梁剛度放大系數與框架柱彎矩放大系數參考建議值并結合一個實際的工程算例，重新進行設計計算，通過動力彈塑性時程分析與Pushover分析比較研究原始結構和調整后結構的破壞模式和大震下的層間位移角，進而驗證參數的合理性。 根據本文典型框架算例分析得出，框架中梁的剛度放大系數對于6度設防四級抗震框架按照規(guī)范取值，7度設防三級抗震框架、8度設防二級抗震框架和9度設防一級抗震框架都取1.8�？蚣苤鶑澗胤糯笙禂祵τ�6度設防四級抗震框架按規(guī)范取值，，7度設防三級抗震框架和8度設防二級抗震框架都取2.0,9度設防一級抗震框架取2.0或2.2。通過實際算例分析得出上述梁柱設計參數建議值合理。
[Abstract]:For cast-in-place reinforced concrete frame structure, the failure mode of "strong column and weak beam" is ideal. However, in Wenchuan earthquake, this kind of good energy dissipation structure occurred in the "strong beam weak column" failure mode, and plastic hinge appeared at the end of most frame structure, which indicates that Liang Zhu design parameters in the current seismic design code are unreasonable. There are many factors influencing the failure mode of "strong column and weak beam". This paper only analyzes the main influencing factors, that is, the influence of stiffness magnification factor of frame beam and moment magnification factor of frame column on the realization of this failure mode. The contents of this thesis are as follows: Firstly, the effect of stiffness magnification factor of frame beam on the yield mechanism of "strong column and weak beam" is studied. Pushover analysis was made for the models of the 7-grade three-grade seismic frame with 8 degrees and the model of the 9-degree first-grade seismic frame, in which the stiffness magnification factor was set as 1.82.02.2and 2.4. By comparing the failure mode, floor displacement, floor displacement and interstory displacement angle under different stiffness magnification coefficient, the reasonable value of stiffness magnification factor of frame beam is determined. Secondly, the effect of moment magnification factor of frame column on the yield mechanism of "strong column and weak beam" is studied. In this paper, Pushover analysis is made for the model of the 6 degree fortification grade 4 earthquake resistant frame with 7 degree fortification grade 3 earthquake resistance frame and the second grade seismic frame with 8 degree fortification and 9 degree fortification grade 1 seismic frame, respectively. Among them, the moment magnification factor is set to 0.8 ~ 2.2and the frame structure with 6 ~ 7 ~ 8 ~ (9) degree fortification contains the original structure model, that is, the moment magnification factor is 1.2 ~ (1.3) / 1. 5 / 1. 7 respectively. By comparing the failure mode, floor displacement, floor displacement and interstory displacement angle under different stiffness magnification factors, the reasonable value of moment magnification factor of frame columns is determined. Finally, the frame beam stiffness magnification coefficient and the frame column bending moment magnification coefficient are calculated and recalculated by a practical engineering example. By comparing the dynamic elastic-plastic time history analysis with the Pushover analysis, the failure mode of the original structure and the adjusted structure and the interstory displacement angle under the strong earthquake are studied, and the reasonableness of the parameters is verified. According to the analysis of typical frame examples in this paper, The stiffness magnification factor of the beam in the frame is 1.8 for the 6-degree fortification four-stage seismic frame according to the code, the 7-degree fortification three-stage seismic frame, the 8-degree fortification second-grade seismic frame and the 9-degree fortification first-grade aseismic frame. The moment magnification factor of frame column is calculated according to the code for the 6 degree fortification four grade seismic frame and the 7 degree fortification grade 3 earthquake resistant frame and the 8 degree fortification grade 2 earthquake resistant frame. The first grade seismic frame is 2.0 or 2.2 for the 6 degree fortification grade 4 seismic frame and the 8 degree fortification grade 2 earthquake resistant frame. A practical example analysis shows that the suggested value of Liang Zhu's design parameters is reasonable.
【學位授予單位】：西安建筑科技大學
【學位級別】：碩士
【學位授予年份】：2013
【分類號】：TU375.4

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