本文選題：預(yù)制節(jié)段拼裝橋墩 + 榫卯接縫��； 參考：《哈爾濱工業(yè)大學(xué)》2014年碩士論文

【摘要】：預(yù)制節(jié)段拼裝橋墩是將墩身沿縱向分為若干預(yù)制墩柱節(jié)段，再通過后張預(yù)應(yīng)力筋將各個節(jié)段擠壓整合的一種新型構(gòu)件，具有施工速度快、自復(fù)位性能強和綜合經(jīng)濟效益高等優(yōu)點。然而，現(xiàn)有節(jié)段拼裝橋墩均為平面接縫形式，因而難以消除節(jié)段剪切錯動所帶來的安全隱患；而且由于預(yù)制節(jié)段拼裝橋墩在分析時同時涉及材料非線性、接觸非線性和幾何非線性，數(shù)值模擬難度較大，故目前對其數(shù)值研究還十分欠缺。鑒于此，本文提出“榫卯接縫節(jié)段拼裝橋墩”的概念，通過改變拼接縫的構(gòu)造形式來避免節(jié)段之間相對滑動，并對該類橋墩的抗震性能進行數(shù)值研究。主要研究工作如下： （1）對現(xiàn)有平面接縫節(jié)段拼裝橋墩的構(gòu)造形式、受力及變形特點進行總結(jié)和分析，指出當前研究中存在的主要問題，繼而提出“榫卯接縫節(jié)段拼裝橋墩”的概念并闡述其構(gòu)造設(shè)計思路； （2）確定基于ABAQUS平臺進行鋼筋混凝土構(gòu)件有限元數(shù)值模擬的建模方法，并結(jié)合現(xiàn)澆鋼筋混凝土墩柱試驗進行驗證；在此基礎(chǔ)上增加對接觸非線性及無粘結(jié)預(yù)應(yīng)力筋的模擬，建立無粘結(jié)預(yù)應(yīng)力節(jié)段拼裝橋墩有限元模型，，并結(jié)合試驗驗證了該建模方法的正確性； （3）利用上述驗證過的有限元建模方法，對所提出的榫卯接縫節(jié)段拼裝橋墩進行靜力推覆分析，以構(gòu)件變形特點、損傷分布、峰值承載力、延性、剛度為指標，研究了耗能鋼筋配筋率、墩底混凝土約束情況及初始預(yù)應(yīng)力值對榫卯接縫節(jié)段拼裝橋墩抗震性能的影響規(guī)律； （4）分析了榫卯接縫節(jié)段拼裝橋墩自復(fù)位能力與耗能能力的關(guān)系以及影響其自復(fù)位能力的主要因素，并通過對橋墩進行加載-卸載數(shù)值模擬，研究了初始預(yù)應(yīng)力值和耗能鋼筋配筋率對其自復(fù)位能力的影響規(guī)律，并結(jié)合前述靜力推覆分析研究結(jié)論確定了此二者的合理取值范圍，為后續(xù)試驗研究提供參考。
[Abstract]:Precast segmental assembly pier is a new type of member which divides the pier body into several precast pier column segments along the longitudinal direction and compresses each segment through post-tensioned prestressed tendons, which has a fast construction speed. The self-reset performance is strong and the comprehensive economic benefit is high. However, the existing segmental assembly piers are plane jointed, so it is difficult to eliminate the hidden danger of safety caused by segmental shear dislocation, and the material nonlinearity is also involved in the analysis of prefabricated segmental assembly piers. It is difficult to simulate contact nonlinearity and geometric nonlinearity. In view of this, this paper puts forward the concept of "jointing piers with tenon joints", which can avoid the relative sliding between segments by changing the structural form of jointed joints, and makes a numerical study on the seismic behavior of this kind of piers. The main work of the study is as follows: 1) summarizing and analyzing the structural form, stress and deformation characteristics of the existing plane joint segment assembly piers, and pointing out the main problems existing in the current research. Then the paper puts forward the concept of "assembling bridge piers in joint segment of tenon and joint" and expounds its structural design idea. The modeling method of finite element numerical simulation of reinforced concrete members based on ABAQUS platform is determined, which is verified by the test of cast-in-place reinforced concrete pier column, and the simulation of contact nonlinear and unbonded prestressed tendons is added on this basis. The finite element model of unbonded prestressed segmental assembly pier is established, and the correctness of the modeling method is verified by experiments. (3) using the finite element modeling method verified above, the static and force push-over analysis is carried out on the proposed jointed pier, which is based on the characteristics of deformation, damage distribution, peak bearing capacity, ductility, stiffness, etc. The influence of the reinforcement ratio of energy dissipation bar, the concrete constraint at the bottom of the pier and the initial prestress value on the seismic behavior of the jointed piers with tenon and joint is studied. (4) the relationship between the self-reset capacity and energy dissipation capacity of the jointed piers with tenon and joint joints and the main factors affecting their self-reset ability are analyzed, and the load-unloading numerical simulation of the piers is carried out. The influence of initial prestress value and energy dissipation reinforcement ratio on self-reset ability is studied, and the reasonable range of these two values is determined in combination with the above conclusion of static push-over analysis, which provides a reference for further experimental study.
【學(xué)位授予單位】：哈爾濱工業(yè)大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2014
【分類號】：U443.22;U442.55

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