【摘要】：近年來,隨著經(jīng)濟的發(fā)展,我國有許多新建和擬建的橋梁,這些橋梁大多為高墩大跨橋梁,且多采用鋼筋混凝土(RC)空心橋墩,而矩形空心橋墩是橋墩截面類型中較常用的一種,因此迫切地需要對RC矩形空心橋墩的抗震性能進行研究。能量作為評價結(jié)構(gòu)抗震性能的一種指標(biāo),其優(yōu)點在于能較好的反映整個地震作用的全過程,結(jié)構(gòu)在地震作用過程中的彈塑性性能也得以體現(xiàn)。能量分析方法,能從本質(zhì)上體現(xiàn)地震作用的整個過程是能量的傳遞、轉(zhuǎn)化與消耗的過程。通過能量分析方法研究各參數(shù)對橋墩抗震性能的影響,對于橋梁結(jié)構(gòu)抗震設(shè)計具有重要參考意義。為了研究RC矩形空心橋墩的抗震性能,本文基于空心橋墩的振動臺試驗,采用數(shù)值模擬方法對不同特性參數(shù)的RC矩形空心橋墩進行數(shù)值分析,基于能量的分析方法,研究橋墩各設(shè)計參數(shù)對矩形空心橋墩抗震性能的影響。主要工作如下:(1)建立較為合理的矩形空心橋墩模型,針對不同特性參數(shù)(剪跨比、軸壓比、配筋率和配箍率),采用控制變量法建立不同的模型。選取合理的數(shù)值模擬單元、材料本構(gòu)模型、截面劃分方法等,力求分析結(jié)果與實際工程情況相一致。(2)選取合適的地震波,對以上建立的模型進行非線性動力分析,將數(shù)值結(jié)果與已有試驗結(jié)果進行對比,驗證了本文所建模型的正確性。(3)通過非線性分析得到各個工況下的橋墩模型的地震響應(yīng),并分析了不同特性參數(shù)(剪跨比、軸壓比、配筋率和配箍率)對橋墩地震響應(yīng)的影響。(4)基于能量分析方法,分析了橋墩設(shè)計參數(shù)(剪跨比、軸壓比、配筋率和配箍率)對RC矩形空心橋墩抗震性能的影響。研究表明,RC矩形空心橋墩的抗震性能良好,基于能量的分析方法能較好的分析空心橋墩的抗震性能,且分析得出各橋墩設(shè)計參數(shù)對橋墩的抗震性能都會產(chǎn)生不同程度的影響。本文分析結(jié)果可供橋梁抗震設(shè)計作為參考。
[Abstract]:In recent years, with the development of economy, there are many new and planned bridges in China. Most of these bridges are high-pier and long-span bridges, and most of these bridges are reinforced concrete (RC) hollow piers. The rectangular hollow pier is one of the common types of pier section, so it is urgent to study the seismic performance of RC rectangular hollow pier. As an index to evaluate the seismic performance of structures, energy has the advantage of better reflecting the whole process of earthquake action, and the elasto-plastic performance of structures in the course of earthquake action can also be reflected. The energy analysis method can essentially reflect that the whole process of earthquake action is the process of energy transfer, transformation and consumption. It is of great significance for seismic design of bridge structure to study the influence of various parameters on seismic performance of bridge piers by energy analysis method. In order to study the seismic performance of RC rectangular hollow piers, based on the shaking table test of hollow piers, the numerical simulation method of RC rectangular hollow piers with different characteristic parameters is presented in this paper, which is based on the energy analysis method. The influence of design parameters of pier on seismic performance of rectangular hollow pier is studied. The main work is as follows: (1) the reasonable rectangular hollow pier model is established. According to different characteristic parameters (shear-span ratio, axial compression ratio, reinforcement ratio and stirrups ratio), different models are established by using the control variable method. The reasonable numerical simulation element, material constitutive model and section partition method are selected to make the analysis results consistent with the actual engineering situation. (2) the nonlinear dynamic analysis of the above model is carried out by selecting the appropriate seismic wave. The numerical results are compared with the existing experimental results, and the correctness of the model is verified. (3) the seismic response of the pier model under various working conditions is obtained by nonlinear analysis, and the different characteristic parameters (shear-span ratio, shear-span ratio) are analyzed. The influence of axial compression ratio, reinforcement ratio and stirrup ratio on seismic response of RC rectangular hollow pier is analyzed. (4) based on the energy analysis method, the influence of pier design parameters (shear span ratio, axial compression ratio, reinforcement ratio and stirrups ratio) on seismic performance of hollow pier is analyzed. The research shows that the seismic performance of RC rectangular hollow pier is good, and the energy-based analysis method can better analyze the seismic performance of hollow pier, and the analysis results show that the design parameters of each pier will have different effects on the seismic performance of the pier. The results of this paper can be used as a reference for seismic design of bridges.
【學(xué)位授予單位】：河北工程大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2017
【分類號】：U442.55

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