季冻区隧道明洞边坡支护的FLAC~(3D)数值模拟
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摘要
为了研究季冻区冻胀对边坡及其支护的影响机理,采用有限差分软件FLAC~(3D)研究了冻胀对边坡位移、支护内力和塑性区的影响规律。经过计算模拟和实测数据的比较分析,结果表明:冻胀期间,支护面层位移的最大值发生在边坡顶位置和软弱泥岩层的位置;喷锚支护面层最大弯矩值在坡顶附近坡面的1/3位置;支护最大的轴力值和锚杆最大轴力差值在坡底附近坡面的5/6位置,冻胀加大了边坡土体的塑性区,并扩大到软弱泥岩层中。
In order to study the influence mechanism of the slope side and supporting system in seasonal frozen area, using finite difference FLAC~(3D)software, the influence mechanism of the displacement of supporting system, the bending moment and force of axis are studied. The comparison analysis between FLAC~(3D) simulation results and on-site data indicates that:(1)During froszen season, the maximum values of support displacement occur at the top of the slope and near mud-stone layers of slope.(2)The maximum values of the supporting bending moment occur at the third slope from the top of slope.(3)Both the maximum values of the supporting axial force and the maximum difference values of anchor axial force occur at fifth-sixth of the slope above the bottom. The frost heave enlarges the plastic area of the slope, even enlarge the mud-stone layers area. The research results are expected to be a guide for future technological applications of tunnel engineering in seasonal frozen area.
In order to study the influence mechanism of the slope side and supporting system in seasonal frozen area, using finite difference FLAC~(3D)software, the influence mechanism of the displacement of supporting system, the bending moment and force of axis are studied. The comparison analysis between FLAC~(3D) simulation results and on-site data indicates that:(1)During froszen season, the maximum values of support displacement occur at the top of the slope and near mud-stone layers of slope.(2)The maximum values of the supporting bending moment occur at the third slope from the top of slope.(3)Both the maximum values of the supporting axial force and the maximum difference values of anchor axial force occur at fifth-sixth of the slope above the bottom. The frost heave enlarges the plastic area of the slope, even enlarge the mud-stone layers area. The research results are expected to be a guide for future technological applications of tunnel engineering in seasonal frozen area.
引文
[1]王春雷,张戎垦,赵晓萌,等.季节冻土区高速铁路路基冻胀监测系统及冻胀规律研究[J].冰川冻土,2014,36(4):962-968.
[2]耿珂.冻融循环对寒区隧道结构冻胀力的影响[J].冰川冻土,2013,35(4):913-919.
[3]石刚强,赵世运,李先明,等.严寒地区高速铁路路基冻胀变形监测分析[J].冰川冻土,2014,36(2):360-368.
[4]康永水,刘泉声,赵军,等.岩石冻胀变形特征及寒区隧道冻胀变形模拟[J].岩石力学与工程学报,2012,31(12):2518-2526.
[5]蓝航.基于FLAC3D的边坡单元安全度分析及应用[J].中国矿业大学学报,2008,37(4):570-574.
[6]霍晓龙,陈寿根,卫苗苗,等.基于FLAC3D的季节冻土路基冻融变形分析[J].地下空间与工程学报,2015,11(3):796-802.
[7]蒋中明,熊小虎,曾铃.基于FLAC3D平台的边坡非饱和降雨入渗分析[J].岩土力学,2014,35(3):855-861.
[8]刘慧.青藏铁路冻土路基变形规律研究[D].成都:西南交通大学,2011.
[9]梁波,刘德仁,张贵生.基于温度场的冻土路基变形数值分析及对比[J].地下空间与工程学报,2010,6(2):276-282.
[10]王铁行.多年冻土地区路基冻胀变形分析[J].中国公路学报[J].2005,18(2):1-5.
[11]徐斅祖,王家澄,张立新.冻土物理学[M].北京:科学出版社,2001.
[12]奥兰多·B·安德斯兰德,布兰科,洛达尼.冻土工程[M].2版.杨让宏,李勇,译.北京:中国建筑工业出版社,2011.
[13]GB 50739—2011,复合土钉墙基坑支护技术规范[S].
[14]GB 50330—2013,建筑边坡工程技术规范[S].
[15]赵文美,程培峰,宋高嵩.季冻区土质路堑边坡破坏原因分析[J].黑龙江交通科技,2004(10):95.
[16]何满潮,刘成禹,武雄,等.延吉盆地强膨胀性软岩边坡加固对策研究[J].吉林大学学报(地球科学版),2005,35(4):496-500.
[17]韩流,周伟,舒继森,等.软岩边坡平面滑动时效稳定性分析及结构优化[J].中国矿业大学学报,2014,43(3):395-401.
[2]耿珂.冻融循环对寒区隧道结构冻胀力的影响[J].冰川冻土,2013,35(4):913-919.
[3]石刚强,赵世运,李先明,等.严寒地区高速铁路路基冻胀变形监测分析[J].冰川冻土,2014,36(2):360-368.
[4]康永水,刘泉声,赵军,等.岩石冻胀变形特征及寒区隧道冻胀变形模拟[J].岩石力学与工程学报,2012,31(12):2518-2526.
[5]蓝航.基于FLAC3D的边坡单元安全度分析及应用[J].中国矿业大学学报,2008,37(4):570-574.
[6]霍晓龙,陈寿根,卫苗苗,等.基于FLAC3D的季节冻土路基冻融变形分析[J].地下空间与工程学报,2015,11(3):796-802.
[7]蒋中明,熊小虎,曾铃.基于FLAC3D平台的边坡非饱和降雨入渗分析[J].岩土力学,2014,35(3):855-861.
[8]刘慧.青藏铁路冻土路基变形规律研究[D].成都:西南交通大学,2011.
[9]梁波,刘德仁,张贵生.基于温度场的冻土路基变形数值分析及对比[J].地下空间与工程学报,2010,6(2):276-282.
[10]王铁行.多年冻土地区路基冻胀变形分析[J].中国公路学报[J].2005,18(2):1-5.
[11]徐斅祖,王家澄,张立新.冻土物理学[M].北京:科学出版社,2001.
[12]奥兰多·B·安德斯兰德,布兰科,洛达尼.冻土工程[M].2版.杨让宏,李勇,译.北京:中国建筑工业出版社,2011.
[13]GB 50739—2011,复合土钉墙基坑支护技术规范[S].
[14]GB 50330—2013,建筑边坡工程技术规范[S].
[15]赵文美,程培峰,宋高嵩.季冻区土质路堑边坡破坏原因分析[J].黑龙江交通科技,2004(10):95.
[16]何满潮,刘成禹,武雄,等.延吉盆地强膨胀性软岩边坡加固对策研究[J].吉林大学学报(地球科学版),2005,35(4):496-500.
[17]韩流,周伟,舒继森,等.软岩边坡平面滑动时效稳定性分析及结构优化[J].中国矿业大学学报,2014,43(3):395-401.