【摘要】：鋼筋混凝土柱中的鋼筋銹蝕后,鋼筋橫截面積減小,鋼材力學(xué)性能劣化,鋼筋與混凝土之間的粘結(jié)性能改變,銹蝕產(chǎn)物膨脹還導(dǎo)致混凝土保護(hù)層的開裂,這些因素均影響銹蝕鋼筋混凝土柱(下稱銹蝕柱)的抗彎強(qiáng)度和抗剪強(qiáng)度以及變形能力。當(dāng)銹蝕柱受到地震力作用時(shí),情況會(huì)變得非常復(fù)雜,本文重點(diǎn)是研究地震力作用下銹蝕柱的滯回行為,主要內(nèi)容包括:(1)針對(duì)銹蝕柱在壓彎剪作用下的滯回行為,規(guī)劃、設(shè)計(jì)了一套系列的試驗(yàn),通過擬靜力的試驗(yàn)方法,重點(diǎn)研究了銹蝕率和軸壓比的影響。研究中分析對(duì)比了銹蝕柱的滯回曲線、骨架曲線、循環(huán)剛度、延性以及耗能的變化規(guī)律,并且根據(jù)所測(cè)試的試驗(yàn)數(shù)據(jù)分別提取了銹蝕柱的彎曲變形、剪切變形以及根部滑移位移三部分影響銹蝕柱總變形的變形分量。(2)考慮往復(fù)荷載作用下銹蝕鋼筋肋間混凝土的細(xì)觀損傷,采用理論分析的方法提出了往復(fù)荷載作用下筋端錨固區(qū)銹蝕鋼筋與混凝土粘結(jié)-滑移宏觀模型,該模型為計(jì)算銹蝕柱的根部滑移奠定了基礎(chǔ)。(3)提出了壓彎剪作用下銹蝕柱荷載-彎曲變形模型,該模型是由彎曲開裂荷載及開裂彎曲變形、屈服荷載及屈服彎曲變形以及抗彎極限荷載(抗彎強(qiáng)度)及極限彎曲變形所構(gòu)成的三段線性模型。其中銹蝕柱開裂后彎曲變形模型針對(duì)鋼筋銹蝕后與混凝土之間的粘結(jié)劣化,采用了完好粘結(jié)柱與完全無粘結(jié)柱之間的線性內(nèi)插法。該模型與本文試驗(yàn)中所提取的彎曲變形分量對(duì)比的結(jié)果表明了模型的可行性。(4)提出了壓彎剪作用下銹蝕柱荷載-剪切變形模型,該模型是由彎剪斜裂縫開裂荷載及開裂剪切變形、屈服荷載及屈服剪切變形、抗剪極限荷載(抗剪強(qiáng)度)及極限剪切變形所構(gòu)成的三段線性模型。其中彎剪斜裂縫開裂荷載模型是基于已有的無銹蝕梁彎剪斜裂縫開裂荷載的計(jì)算方法,增加考慮了軸向壓力和鋼筋銹蝕的影響;銹蝕柱抗剪強(qiáng)度模型是基于公認(rèn)的“梁”“拱”效應(yīng)和已有混凝土拉-剪臨界破壞模型;銹蝕柱屈服剪切變形模型是基于已有無銹蝕柱的屈服剪切變形理論,增加考慮了鋼筋銹蝕的影響。該模型與本文試驗(yàn)中所提取的剪切變形分量對(duì)比的結(jié)果表明了模型的可行性。(5)通過對(duì)本文試驗(yàn)結(jié)果的擬合,分別提出了銹蝕柱修正后延性系數(shù)模型和修正后卸載剛度模型。(6)綜合上述模型,本文提出了地震作用下銹蝕柱滯回模型,具體描述為:(1)滯回模型的外包線由兩部分組成:一部分是峰值前部分,另一部分是峰值后部分;(2)峰值前部分的變形由彎曲變形、剪切變形和根部滑移位移三部分變形分量線性疊加而成,峰值后部分的變形采用銹蝕柱修正后延性系數(shù)模型;(3)卸載剛度采用銹蝕柱修正后卸載剛度模型,再加載剛度采用朝向歷史峰值點(diǎn)的規(guī)律。通過與本文的試驗(yàn)結(jié)果對(duì)比,該模型絕大部分偏差均在20%以內(nèi),表明本滯回模型在工程中是可行的。
[Abstract]:After the corrosion of steel bar in reinforced concrete column, the cross section area of steel bar decreases, the mechanical properties of steel degrade, the bond property between steel bar and concrete changes, and the expansion of corrosion product also leads to the cracking of concrete protective layer. These factors affect the flexural strength, shear strength and deformation ability of corroded reinforced concrete columns (hereinafter referred to as corroded columns). When the corrosion column is subjected to seismic force, the situation will become very complicated. The emphasis of this paper is to study the hysteretic behavior of the corroded column under seismic force. The main contents include: (1) planning for the hysteretic behavior of the corroded column under the action of compression, bending and shear. A series of tests were designed, and the effects of corrosion rate and axial compression ratio on the corrosion rate and axial compression ratio were studied by pseudostatic test method. The hysteretic curve, skeleton curve, cyclic stiffness, ductility and energy dissipation of the corroded column are analyzed and compared, and the bending deformation of the corroded column is extracted according to the measured experimental data. Shear deformation and root slip displacement affect the deformation components of the total deformation of corroded columns. (2) the meso-damage of corroded reinforced intercostal concrete under reciprocating load is considered. Using the method of theoretical analysis, a macroscopic model of bond slip between corroded steel bar and concrete in Anchorage zone of reinforcement end under reciprocating load is proposed. The model lays a foundation for the calculation of root slip of corroded columns. (3) A load-bending deformation model of corroded columns under the action of compression bending and shear is proposed. The model is composed of bending cracking load and cracking bending deformation. The three-segment linear model composed of yield load, yield bending deformation, bending ultimate load (flexural strength) and ultimate bending deformation. The model of bending deformation of corroded column after cracking aims at bond deterioration between corroded steel bar and concrete, and linear interpolation method between perfectly bonded column and completely unbonded column is adopted. The comparison between the model and the bending deformation components extracted in this paper shows the feasibility of the model. (4) the load-shear deformation model of corroded columns under the action of compression, bending and shear is proposed. The model is a three-segment linear model composed of cracking load and cracking shear deformation, yield load and yield shear deformation, ultimate shear load (shear strength) and ultimate shear deformation. The cracking load model of bending shear slant crack is based on the existing calculation method of bending shear crack load of non-rusting beam, and the influence of axial pressure and steel bar corrosion is taken into account. The shear strength model of corroded columns is based on the generally accepted "beam" arch "effect and the existing concrete tension-shear critical failure model, and the yield shear deformation model of corroded columns is based on the theory of yield shear deformation of non-corroded columns. The effect of reinforcement corrosion is taken into account. The results of comparison between the model and the shear deformation components extracted in this paper show the feasibility of the model. (5) by fitting the experimental results in this paper, The modified ductility coefficient model and the modified unloading stiffness model are presented respectively. (6) based on the above models, the hysteretic model of the corroded column under earthquake action is proposed. The details are as follows: (1) the envelope of the hysteretic model consists of two parts: one is the first part of the peak, the other part is the part after the peak, (2) the deformation of the front part of the peak is distorted by bending, The deformation components of the three parts of shear deformation and root slip displacement are linear superimposed, the deformation of the post-peak part is based on the modified ductility coefficient model of corroded column, (3) the unloading stiffness model is modified by corroded column, The reloading stiffness adopts the law of the historical peak point. Compared with the experimental results in this paper, most of the deviations of the model are less than 20%, which indicates that the hysteretic model is feasible in engineering.
【學(xué)位授予單位】：上海交通大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2014
【分類號(hào)】：TU375.3

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本文編號(hào)：2133151