油气管道铺设对边坡稳定性的影响
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摘要
首先分析了管道在边坡体中的铺设方式,基本分为两类:横向铺设和纵向铺设;然后采用岩土工程有限元软件PLAXIS分析了管道在坡体中不同位置时坡体安全系数的变化规律。结果表明:横向铺设条件下,管道铺设位置由坡脚向坡体内改变时,其边坡的安全系数先减小后增大,增大后的安全系数略等于自然坡体的安全系数;管道在坡体内向坡顶改变时,其安全系数先减小后增大,但在坡顶位置时安全系数又减小;纵向铺设条件下,管道与坡面夹角为0°时边坡安全系数最大;夹角为15°、30°、45°时,边坡安全系数均比自然坡体小,同时其值变化不大;管道的铺设对坡体失稳时剪切带的形成和位置影响较小,只有当管道位于剪切带区域内时,管道对周围土体的剪应变有明显的改变。
Firstly,the laying mode of the pipeline in the slope body is analyzed,which is divided into two types horizontal laying and longitudinal laying. Then,the geotechnical engineering finite element software PLAXIS is used to analyze the safety factor of the slope in different positions of the slope. The results show the following results: Under the condition of horizontal laying,the safety factor of the slope first decreases and then increases when the pipe laying position moves from slope foot to slope body. The safety factor is slightly equal to the safety factor of the natural slope; Under the conditions of longitudinal laying,the slope safety factor is the largest when the angle between pipeline and slope is 0 degree; when the angle is 15 degree,30 degree,45 degree,the safety factor of slope is smaller than that of natural slope,and its value does not change much; The pipe laying has little effect on the formation and location of the shear zone when the slope is unstable. The shear strain on the surrounding soil is obviously changed only when the pipe is located in the shear zone.
Firstly,the laying mode of the pipeline in the slope body is analyzed,which is divided into two types horizontal laying and longitudinal laying. Then,the geotechnical engineering finite element software PLAXIS is used to analyze the safety factor of the slope in different positions of the slope. The results show the following results: Under the condition of horizontal laying,the safety factor of the slope first decreases and then increases when the pipe laying position moves from slope foot to slope body. The safety factor is slightly equal to the safety factor of the natural slope; Under the conditions of longitudinal laying,the slope safety factor is the largest when the angle between pipeline and slope is 0 degree; when the angle is 15 degree,30 degree,45 degree,the safety factor of slope is smaller than that of natural slope,and its value does not change much; The pipe laying has little effect on the formation and location of the shear zone when the slope is unstable. The shear strain on the surrounding soil is obviously changed only when the pipe is located in the shear zone.
引文
[1]梁政,张杰,韩传军.地质灾害下油气管道力学[M].北京:科学出版社,2016.
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[12]Grivas D A,Bhagvati C,Schultz B C,et al.Achieving reliable designs for pipelines traversing unstable slopes[C]//Pipeline Division of the American Society of Civil Engineers,Pipeline Crossings 1996.New York:ASCE,2010:426-433.
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[16]朱彦鹏,任永忠,周勇.张掖某深基坑在降水条件下支护结构的性能分析[J].地下空间与工程学报,2015,11(1):259-265.
[17]陈育民,徐鼎平.FLAC/FLAC3D基础与工程实例[M].北京:中国水利水电出版社,2009.
[2]Wang Y,Zhou L.Spatial distribution and mechanism of geological hazards along the oil pipeline planned in western China[J].Engineering Geology,1999,51(3):195-201.
[3]肖明,傅志浩,叶超.管道衬砌内水外渗对边坡稳定影响的数值模拟[J].岩土力学,2007,28(2):302-306.
[4]孙书伟,朱本珍,谭冬生.黄土地区管道沿线填土边坡滑坡发生机理和防治对策[J].中国铁道科学,2008,29(4):8-14.
[5]杜衍庆,白明洲,王新岐,等.浅埋油气管道隧道施工对潜在滑体稳定性影响分析[J].北京交通大学学报,2016,40(3):75-81.
[6]唐明明,王芝银,马兰平,等.油气管道穿越黄土冲沟的管线设计参数研究[J].岩土力学,2010,31(4):1314-1318.
[7]王芝银,袁鸿鹄,王怡,等.管道穿越土质边坡斜竖井设计参数的确定方法[J].中国石油大学学报(自然科学版),2010,34(1):105-108.
[8]张宇,刘锦昆,陈同彦,等.基于应变传递率的管道结构损伤识别研究[J].水利与建筑工程学报,2017,15(3):54-59.
[9]徐建国,胡会明,李松涛,等.地下管道脱空渗漏高聚物注浆抬升修复与数值分析[J].水利与建筑工程学报,2015,13(3):35-40.
[10]Savigny K W,Morgenstern N R.Geotechnical condition of slopes at a proposed pipeline crossing,Great Bear River valley,Northwest Territories[J].Canadian Geotechnical Journal,2011,23:490-503.
[11]Hearn G,Wise D,Hart A,et al.Assessing the potential for future first-time slope failures to impact the oil and gas pipeline corridor through the Makarov Mountains,Sakhalin Island,Russia[J].Quarterly Journal of Engineering Geology&Hydrogeology,2012,45(1):79-88.
[12]Grivas D A,Bhagvati C,Schultz B C,et al.Achieving reliable designs for pipelines traversing unstable slopes[C]//Pipeline Division of the American Society of Civil Engineers,Pipeline Crossings 1996.New York:ASCE,2010:426-433.
[13]Fredj A,Dinovitzer A.Pipeline response to slope movement and evaluation of pipeline strain demand[C]//International Pipeline Conference.Volume 4:Production Pipelines and Flowlines,Project Management,Facilities Integrity Management,Operations and Mainteutenance Pipelining in Northern and Offshore Environments,Strain-Based Design,Standards and Regulations.ASME,2014:V004T11A018.
[14]Kitano T,Fujita S,Ogura H,et al.Analyses of the failure of an embankment slope and its influence on the pipeline installed in that embankment slope[C]//Pipelines 2016:Out of Sight,Out of Mind,Not out of Risk.United States:ASCE,2016:1454-1463.
[15]Dawson E M,Roth W H,Drescher A.Slope stability analysis by strength reduction[J].Geotechnique,1999,49(6):835-840.
[16]朱彦鹏,任永忠,周勇.张掖某深基坑在降水条件下支护结构的性能分析[J].地下空间与工程学报,2015,11(1):259-265.
[17]陈育民,徐鼎平.FLAC/FLAC3D基础与工程实例[M].北京:中国水利水电出版社,2009.