预崩解炭质泥岩路堤填料动力特性试验  

Dynamic Characteristics of Predisintegrating Carbonaceous Mudstone Embankment Filling

作　　者：何忠明[1,2] 向达 刘正夫 谢唐新 HE Zhong-ming;XIANG Da;LIU Zheng-fu;XIE Tang-xin(Hunan International Scientific and Technological Innovation Cooperation Base of Advanced Construction and Maintenance Technology of Highway,Changsha University of Science&Technology,Changsha 410114,Hunan,China;College of Transportation Engineering,Changsha University of Science&Technology,Changsha 410114,Hunan,China;Management School,Hunan City University,Yiyang 413000,Hunan,China)

机构地区：[1]长沙理工大学湖南省公路先进建养技术国际科技创新合作基地,湖南长沙410114 [2]长沙理工大学交通学院,湖南长沙410114 [3]湖南城市学院管理学院,湖南益阳413000

出　　处：《中国公路学报》2025年第2期123-136,共14页China Journal of Highway and Transport

基　　金：国家自然科学基金项目(51978084);湖南省公路先进建养技术国际科技创新合作基地开放基金项目(kfj230902);湖南省自然科学基金项目(2024JJ5027);湖南省研究生科研创新项目(CX20240762)。

摘　　要：路堤填料的动力特性对道路耐久性设计至关重要,目前预崩解炭质泥岩路堤填料动力特性研究尚不完善,为此开展动三轴试验研究预崩解炭质泥岩路堤填料的动力特性及累积塑性应变变化规律,分析不同围压σ_(3)、含水率w、静偏应力σ_(s)、压实度K和分形维数D对预崩解炭质泥岩路堤填料的骨干曲线、动模量Ed、阻尼比λ、累积塑性应变ε_(p)和临界动应力σ_(cri)的影响。建立了预崩解炭质泥岩路堤填料累积塑性应变经验模型,并对该模型的合理性进行验证。研究结果表明:试样骨干曲线呈明显非线性,顶点处动应力σ_(d)随D的增加先增大后减小,当D=2.53时,对应的最大动应力为111.9 kPa,顶点处动应变ε_(d)则随D的增加单调递增;试样动模量E_(d)随着动应变的增加而逐渐降低并趋于稳定,阻尼比λ随着动应变的增加而增加,试样破坏时的动应变越小,对应的阻尼比越大,动模量E_(d)与阻尼比λ在不同σ_(3)、w、σ_(s)、K和D下呈现不同的发展规律;试样累积塑性应变εp与σ_(3)、K成反比,与w、σ_(s)成正比;临界动应力σ_(cri)与σ_(3)之间呈现较好的线性正相关,与K和D之间为非线性正相关,与w和σ_(s)之间均呈现非线性负相关。所建立的预崩解炭质泥岩路堤填料累积塑性应变经验模型计算数据与试验实测数据的相对标准偏差RSD在0.03~0.21之间,可较好预测预崩解炭质泥岩路堤填料累积塑性应变。研究成果可为预崩解炭质泥岩路堤动力特性分析提供参考。The dynamic characteristics of embankment filling are crucial for the design of road durability.However,research on the dynamic characteristics of predisintegrating carbonaceous mudstone embankment filling is lacking.Therefore,the dynamic characteristics and cumulative plastic strain changes of predisintegrating carbonaceous mudstone embankment filling were studied via dynamic triaxial tests.The effects of varying the confining pressureσ_(3),water content w,static deviatoric stressσ_(s),compaction degree K,and fractal dimension D on the backbone curve,dynamic modulus E_(d),damping ratioλ,cumulative plastic strainε_(p),and critical dynamic stressσcri of predisintegrating carbonaceous mudstone embankment filling were analyzed.An empirical model forε_(p) of predisintegrating carbonaceous mudstone embankment filling was established,and the rationality of this model was verified.The results show that the backbone curve of the sample is nonlinear.The dynamic stressσd at the vertex first increases and then decreases with increasing D.For a D of 2.53,the maximumσd is 111.9 kPa.The dynamic strainε_(d) at the vertex increases monotonically with increasing D.With an increase inε_(d),the E_(d) of the sample gradually decreases and then tends to stabilize.λincreases with an increase inε_(d).The smaller the value ofε_(d) of the sample during failure,the greater is the correspondingλ.E_(d) andλexhibit different development rules with varyingσ_(3),w,σ_(s),K,and D values.ε_(p) of the sample is inversely proportional toσ_(3) and K and proportional to w andσ_(s).σcri has a strong linear positive correlation withσ_(3),a nonlinear positive correlation with K and D,and a nonlinear negative correlation with w andσ_(s).The relative standard deviation of the calculated data of the empirical model forε_(p) of predisintegrating carbonaceous mudstone embankment filling established in this study from the experimentally measured data is between 0.03 and 0.21,indicating good prediction capability forε_(p) of the predis

关 键 词：路基工程 动力特性 三轴试验 炭质泥岩填料 动模量 阻尼比 累积塑性应变 

分 类 号：U416.1[交通运输工程—道路与铁道工程]