多年冻土区宽幅路基温度与变形规律试验研究
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摘要
为研究黑色沥青路面吸热对多年冻土区宽幅路基的热影响问题,以共和～玉树公路宽幅路基为原型,进行了室内模型试验,研究了多次冻融循环作用下沥青路面吸热对宽幅路基温度场与变形分布影响。研究结果表明:经过3个冻融循环周期的运行,沥青路面下伏土体温度逐渐升高,具体表现在0℃等温线位置出现明显下降,其中,第一周期融化结束时路中部位0℃等温线处于72cm深度位置,第二周期融化结束时0℃等温线处于39cm深度位置,第三周期结束时路中部位冻土几乎全部消失;沥青路面吸热导致冻土融化产生变形,经历3次冻融循环以后路中顶面、左路肩顶面变形量依次达到49.92mm、43.24mm;路基变形分布中饱冰冻土层变形占总变形比例最大,其次为浅地表层变形,最后为路基填土变形。
In order to study the impact of heat-absorption of black asphalt pavement on the wide embankment in permafrost regions,a laboratory test is designed by taking the wide embankment of Gonghe-Yushu Highway as a background.The influence of thermal absorption of black asphalt pavement on the temperature field and deformation distribution of wide embankment is analyzed under multiple freeze-thaw cycles.The results show that after three freeze-thaw cycles,the temperature of the soil under the asphalt pavement gradually increases,which is reflected in obvious decline in the position of the 0℃isotherm.Among them,the 0℃isotherm of the central cross section of the embankment at the end of the first and second cycles of melting are at the depth of 72 cm and 39 cm respectively.At the end of the third cycle,the permafrost almost disappears completely.The heat absorption of asphalt pavement causes the melting of permafrost beneath the embankment,which results in deformation.After three freeze-thaw cycles,the deformations on the top surface of the middle cross section and the left shoulder of embankment respectively reach 49.92 mm and 43.24 mm.In the distribution of embankment deformation,the percentage of the ice-saturated permafrost is the largest,then is the shallow surface layer and embankment in turn.
In order to study the impact of heat-absorption of black asphalt pavement on the wide embankment in permafrost regions,a laboratory test is designed by taking the wide embankment of Gonghe-Yushu Highway as a background.The influence of thermal absorption of black asphalt pavement on the temperature field and deformation distribution of wide embankment is analyzed under multiple freeze-thaw cycles.The results show that after three freeze-thaw cycles,the temperature of the soil under the asphalt pavement gradually increases,which is reflected in obvious decline in the position of the 0℃isotherm.Among them,the 0℃isotherm of the central cross section of the embankment at the end of the first and second cycles of melting are at the depth of 72 cm and 39 cm respectively.At the end of the third cycle,the permafrost almost disappears completely.The heat absorption of asphalt pavement causes the melting of permafrost beneath the embankment,which results in deformation.After three freeze-thaw cycles,the deformations on the top surface of the middle cross section and the left shoulder of embankment respectively reach 49.92 mm and 43.24 mm.In the distribution of embankment deformation,the percentage of the ice-saturated permafrost is the largest,then is the shallow surface layer and embankment in turn.
引文
[1]王绍令,赵林,李述训.青藏公路多年冻土段沥青路面热量平衡及路基稳定性研究[J].冰川冻土,2001,23(2):111-118.
[2]李宁徐彬,陈飞熊.冻土路基温度场、变形场和应力场的耦合分析[J].中国公路学报,2006,19(3):1-7.
[3] Ma Wei,Mu Yan-hu,Wu Qing-bai,ct al.Characteristics and Mechanisms of Embankment Deforma-tion Along the Qinghai-Tibet Railway in Permafrost Regions[J].Cold Regions Science and Technology,2011,67(3):178-186.
[4]张军伟,李金平.多年冻土区不同路面材料路基热稳定性分析[J].岩土力学,2011,32(增1):532-537.
[5]俞祁浩,谷伟,钱进,等.多年冻土区高等级公路建设面临问题分析[J].公路,2010,11(11):74-80.
[6]温智,盛煌,马巍.退化性多年冻土地区公路路基地温和变形规律[J].岩石力学与工程学报,2009,28(7):1477-1483.
[7]张青龙,张坤,李国玉.多年冻土区加宽路基温度场分析[J].黑龙江大学工程学报,2014,5(3):161-170.
[8]田亚护,房建宏,沈宇鹏.多年冻土地区宽幅公路路基稳定性模拟[J].中国公路学报,2015,28(1):17-23.
[9]马勤国,赖远明,吴道勇.多年冻土区高等级公路路基温度场研究[J].中南大学学报:自然科学版,2016,47(7):2415-2423.
[10]汪双杰,崔福庆,陈建兵,等.基于地气耦合模型的多年冻土区宽幅路基温度场数值模拟[J].中国公路学报,2016,29(6):169-178.
[11]朱东鹏,董元宏,刘戈,等.宽幅沥青路面热效应对其下部土体热状态的影响[J].冰川冻土,2014,36(4):845-853.
[12]俞祁浩,程国栋,何乃武,等.不同路面和幅宽条件下冻土路基传热过程研究[J].自然科学进展,2006,16(11):1482-1486.
[13]刘戈,陈建兵,金龙,等.高原多年冻土区宽幅路基水热传输规律研究[J].中外公路,2014,34(2):58-63.
[14]沈宇鹏,许兆义,王连俊,等.路基宽度对多年冻土区站场路基温度场的影响[J].北京交通大学学报,2008,32(1):20-23.
[15]朱东鹏,汪双杰,司伟.青藏高原多年冻土区高等级公路路面结构温度场研究[J].公路交通科技,2013,30(8):29-36.
[16]陈佳宇,田亚护,池秀静.多年冻土区宽幅公路路基的温度特性模拟分析[J].路基工程,2015,(3):22-29.
[17]汪双杰,刘戈,叶莉,等.多年冻土区宽幅路基热效应防治对策研究[J].中国公路学报,2015,28(12):26-32.
[18]董元宏,赖远明,陈武.多年冻土区宽幅公路路基降温效果研究:一种L型热管—块碎石护坡复合路基[J].岩土工程学报,2012,34(6):1043-1049.
[2]李宁徐彬,陈飞熊.冻土路基温度场、变形场和应力场的耦合分析[J].中国公路学报,2006,19(3):1-7.
[3] Ma Wei,Mu Yan-hu,Wu Qing-bai,ct al.Characteristics and Mechanisms of Embankment Deforma-tion Along the Qinghai-Tibet Railway in Permafrost Regions[J].Cold Regions Science and Technology,2011,67(3):178-186.
[4]张军伟,李金平.多年冻土区不同路面材料路基热稳定性分析[J].岩土力学,2011,32(增1):532-537.
[5]俞祁浩,谷伟,钱进,等.多年冻土区高等级公路建设面临问题分析[J].公路,2010,11(11):74-80.
[6]温智,盛煌,马巍.退化性多年冻土地区公路路基地温和变形规律[J].岩石力学与工程学报,2009,28(7):1477-1483.
[7]张青龙,张坤,李国玉.多年冻土区加宽路基温度场分析[J].黑龙江大学工程学报,2014,5(3):161-170.
[8]田亚护,房建宏,沈宇鹏.多年冻土地区宽幅公路路基稳定性模拟[J].中国公路学报,2015,28(1):17-23.
[9]马勤国,赖远明,吴道勇.多年冻土区高等级公路路基温度场研究[J].中南大学学报:自然科学版,2016,47(7):2415-2423.
[10]汪双杰,崔福庆,陈建兵,等.基于地气耦合模型的多年冻土区宽幅路基温度场数值模拟[J].中国公路学报,2016,29(6):169-178.
[11]朱东鹏,董元宏,刘戈,等.宽幅沥青路面热效应对其下部土体热状态的影响[J].冰川冻土,2014,36(4):845-853.
[12]俞祁浩,程国栋,何乃武,等.不同路面和幅宽条件下冻土路基传热过程研究[J].自然科学进展,2006,16(11):1482-1486.
[13]刘戈,陈建兵,金龙,等.高原多年冻土区宽幅路基水热传输规律研究[J].中外公路,2014,34(2):58-63.
[14]沈宇鹏,许兆义,王连俊,等.路基宽度对多年冻土区站场路基温度场的影响[J].北京交通大学学报,2008,32(1):20-23.
[15]朱东鹏,汪双杰,司伟.青藏高原多年冻土区高等级公路路面结构温度场研究[J].公路交通科技,2013,30(8):29-36.
[16]陈佳宇,田亚护,池秀静.多年冻土区宽幅公路路基的温度特性模拟分析[J].路基工程,2015,(3):22-29.
[17]汪双杰,刘戈,叶莉,等.多年冻土区宽幅路基热效应防治对策研究[J].中国公路学报,2015,28(12):26-32.
[18]董元宏,赖远明,陈武.多年冻土区宽幅公路路基降温效果研究:一种L型热管—块碎石护坡复合路基[J].岩土工程学报,2012,34(6):1043-1049.