我国西部地区基础工程建设及运营过程广泛涉及冻融作用下土石混合体与结构物的接触问题。冻融循环下土石混合体-混凝土界面孔隙变形重组引起的界面强度劣化，对寒区基础工程的安全稳定造成严重影响。因此本文以不同含石率、冻融次数下土石混合体-混凝土组合试样为研究对象，借助核磁共振系统及CT扫描技术量化分析界面孔隙发育及连通性变化等细观演化特征，通过界面直剪试验探究不同工况下界面的宏观力学损伤特性，并采用PFC2D模拟软件分析冻融循环下土石混合体-混凝土界面的细观损伤发育与宏观响应规律间的内在关联，最终基于界面应力-位移曲线特征，建立考虑宏细观冻融损伤的界面粘结-滑移量化模型，深入解析冻融循环下土石混合体-混凝土界面冻融损伤演化机制，为寒区基础工程灾害防治提供理论依据。

针对冻融循环下土石混合体-混凝土界面孔隙结构形态变化问题。基于核磁结果分析发现，随冻融次数增加，孔隙占比主要呈现微小孔隙含量减少、中大孔隙增大的趋势。同时受含石量变化影响较为显著的是微孔和大孔，小孔含量占比始终为40%左右，中孔含量占比始终为20%左右。通过CT图像处理结果可知，冻融循环主要对颗粒间的粘结接触关系造成破坏，从三维模型显示看出试样内部喉道尺寸不断增大，且单个连通孔隙间逐渐接触贯通，封闭小孔也逐渐扩大形成较大孔隙。

针对冻融循环下土石混合体-混凝土界面宏观力学特性劣化问题。开展界面直剪试验得出土石混合体-混凝土界面剪切应力-位移曲线随冻融次数增加从显著下降到逐渐趋于稳定，随含石的增加曲线跳跃波动现象愈发显著。冻融循环下界面强度呈现两个典型阶段：0-10次冻融的阶段I内衰减速率较大，3种法向压力下高达40%、53%和62%；10-20次冻融的阶段II内衰减率仅为阶段I的1/2。通过界面剪切破坏特征可知，冻融及剪切下颗粒逐渐开始脱落并不断咬合翻滚，也证实了曲线“跳跃”现象的合理性。

针对冻融循环下土石混合体-混凝土界面宏细观内在关联问题。通过PFC2D软件模拟发现，随冻融次数的增加颗粒接触开始失效且旋转数量逐渐增大，随含石率的增加颗粒的旋转量也逐渐增大并主要发生于界面处。同时根据构建的界面孔隙与冻融强度劣化关联模型可知，冻融循环下土石混合体-混凝土界面强度损失率与冻融循环次数为正比关系，在孔隙度变化量增长前期强度劣化显著，当变化量值到达后期强度劣化逐渐放缓。

针对冻融循环下土石混合体-混凝土界面强度劣化机制问题。根据界面剪切应力-位移曲线分割点特征提出冻融界面曲线类型的判别准则，同时将分形维数与基于孔隙度定义的传统细观冻融损伤变量进行结合从而优化细观损伤变量，并将其引入宏观界面弹性模量计算中以剔除自身损伤带来的影响，最终建立考虑宏细观冻融损伤特性的界面粘结-滑移模型，优化后所得界面损伤模型的预测值与实测值吻合较好，计算误差仅为0.56%，相较传统模型预测效果更精准。

以上研究成果不仅对于认知寒区基础工程孕灾机制及针对性防控具有重要指导价值，而且是对冻融循环下土石混合体-混凝土界面基础理论研究的有益补充。

In the construction and operation of infrastructure engineering in western China, the problem of contact between soil-rock mixture and structure under freeze-thaw cycles is widely involved. The deterioration of interfacial strength caused by pore deformation and recombination of soil-rock mixture and concrete under freeze-thaw cycles has a serious impact on the safety and stability of foundation engineering in cold area. Therefore, this paper takes the sample of soil-rock mixture and concrete combination under different stone content and freeze-thaw times as the research object, uses nuclear magnetic resonance system and CT scanning technology to quantitatively analyze the mesoscopic evolution characteristics such as interface pore development and connectivity changes, and explores the macroscopic mechanical damage characteristics of the interface under different working conditions through direct shear tests. In addition, PFC2D simulation software was used to analyze the internal relationship between the microscopic damage development and the macroscopic response rules of the soil-rock mixture and concrete interface under freeze-thaw cycles. Finally, based on the characteristics of the interface stress-displacement curve, a quantitative model of interfacial bonding-slip considering macro and microscopic freeze-thaw damage was established, and the evolutionary mechanism of freeze-thaw damage at the soil-rock mixture and concrete interface under freeze-thaw cycles was deeply analyzed. It provides theoretical basis for disaster prevention and control of basic engineering in cold area.

The change of pore structure at the interface between soil-rock mixture and concrete under freeze-thaw is studied. Based on the nuclear magnetic results, it was found that with the increase of freeze-thaw times, the pore proportion mainly shows a trend of small pore content decreasing and large pore size increasing. Ans the micropores and macropores are more significantly affected by the change of stone content, and the proportion of small pores is always about 40%, and the proportion of medium pores is always about 20%. According to the results of CT image processing, the freeze-thaw cycles mainly causes damage to the adhesive contact relationship between particles. The three-dimensional model shows that the size of the throat inside the sample continues to increase, and the single connected pores are gradually connected, and the closed pores are gradually expanded to form larger pores.

The macroscopic mechanical properties of the interface between soil-rock mixture and concrete under freeze-thaw cycles. The direct shear test at the interface shows that the shear stress-displacement curve at the interface of soil-rock mixture and concrete decreases significantly with the increase of freeze-thaw times and gradually tends to be stable, and the jump fluctuation phenomenon becomes more significant with the increase of rock content. The interface strength presents two typical phases under freeze-thaw cycles: the decay rate in the phase I of 0-10 freeze-thaw cycles is larger, and it is as high as 40%, 53% and 62% under three normal pressures. The attenuation rate in stage II of 10-20 freeze-thawing cycles is only 1/2 of that in stage I. According to the interface shear failure characteristics, the particles gradually began to fall off and continuously occluded and rolled both freeze-thaw and shear, which also confirmed the rationality of the curve "jumping" phenomenon.

The macro and micro correlation problem of the interface between soil-rock mixture and concrete under freeze-thaw cycles. Through PFC2D software simulation, it was found that the particle contact began to fail and the rotational quantity gradually increased with the increase of freeze-thaw times, and the rotational quantity of particles also gradually increased with the increase of rock content, mainly occurring at the interface. And according to the established correlation model between interfacial porosity andstrength deterioration under freeze-thaw cycles, it can be seen that the strength loss rate of soil-rock mixture and concrete interfacial strength under freeze-thaw cycles is proportional to the number of freeze-thaw times, and the strength deterioration is significant in the early stage of the increase of porosity change, and gradually slows down when the change value reaches the later stage.

The deterioration mechanism of the interface strength of soil-rock mixture and concrete under freeze-thaw cycles. According to the characteristics of the split-point of the interfacial shear stress-displacement curve, the criterion for the type of freeze-thaw interface curve is proposed. Meanwhile, the fractal dimension is combined with the traditional mesoscopic freeze-thaw damage variable defined based on porosity to optimize the mesoscopic damage variable, and it is introduced into the calculation of the macroscopic interfacial elastic modulus to eliminate the influence caused by its own damage. Finally, an interface bonding slip model considering the macro and micro freeze-thaw damage characteristics was established. After optimization, the predicted value of the interface damage model was in good agreement with the measured value, and the calculation error was only 0.56%, which was more accurate than the traditional model.

The above research results not only have important guiding value for the understanding of disaster pregnancy mechanism and targeted prevention and control of basic engineering in cold areas, but also are useful supplements for the study of soil-rock mixture and concrete interface under freeze-thaw cycles.

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