CAJ | 학술논문

旱寒灌区渠基土中水分在温度梯度作用下向冻结锋面迁移聚集并冻结膨胀，使其上混凝土衬砌板冻胀破坏，以往的线弹性分析方法在数值模拟中将冻土与混凝土衬砌板视为一体，无法反映两者之间的滑移。本文采用符合冻土与混凝土接触面冻结特性的非线性本构模型来合理反映两者的相对滑动及脱离，考虑混凝土的弹塑性及其与冻土的接触非线性，建立能反映混凝土板从弹性到塑性屈服失效过程的渠道冻胀破坏数值模型，并对冻胀过程进行分析。结果表明，未考虑接触非线性的切向冻结力会超过混凝土与冻土最大冻结强度，不符实际；而考虑接触非线性的数值模型更能反映衬砌渠道冻胀破坏过程，更能合理解释渠道冻胀破坏位置在渠底中间和阴阳坡靠近渠底1/3板长处，切向冻结力、法向冻胀力最大值较未考虑接触非线性的要小约50%且分布更均匀。
한한관구거기토중수분재온도제도작용하향동결봉면천이취집병동결팽창，사기상혼응토츤체판동창파배，이왕적선탄성분석방법재수치모의중장동토여혼응토츤체판시위일체，무법반영량자지간적활이。본문채용부합동토여혼응토접촉면동결특성적비선성본구모형래합리반영량자적상대활동급탈리，고필혼응토적탄소성급기여동토적접촉비선성，건립능반영혼응토판종탄성도소성굴복실효과정적거도동창파배수치모형，병대동창과정진행분석。결과표명，미고필접촉비선성적절향동결력회초과혼응토여동토최대동결강도，불부실제；이고필접촉비선성적수치모형경능반영츤체거도동창파배과정，경능합리해석거도동창파배위치재거저중간화음양파고근거저1/3판장처，절향동결력、법향동창력최대치교미고필접촉비선성적요소약50%차분포경균균。
In the base frozen soil of canal, unfrozen water migrates under the effect of temperature gradi-ent and gathers at freezing front, resulting in the frost heaving of base soil. Constraint by the lining con-crete plate on it, frost heaving effect is reduced which in return will lead to the initiation of tensile stress in lining concrete plate. When the tensile stress in lining concrete exceeds its yield strength, fracture emerges and forms a leakage passage of water, causing a waste of water. A finite element model is there-fore established with the goal to resolve this problem and to study the failure mechanism of canal frost heaving. Taking lining concrete plate and canal base frozen soil as two different parts, a constitutive model which can reflect the nonlinear contact characteristics between concrete and frozen soil is applied. Com-pared with those without considering contact,this model can reflect the reasonable relative displacement be-tween frozen soil and lining board, i.e. slide and open. Meanwhile, concrete is considered as an elastic plastic material. Results from simulations show that tangential adfreezing force of model without considering contact is 50% greater than that of the other, with its largest amount exceeding its actual limit(the frozen strength between frozen soil and concrete), while the other not. Also evident is that the distribution of both plastical strain and tangential adfreezing force in the latter model can illustrate that the middle of ca-nal bottom and 1/3 plate length of lining concrete plate near the bottom is the most vulnerable parts.