季冻区隧道温度场分布规律及衬砌冻胀力分析
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摘要
本文以赤柏松隧道为工程背景,采用大型岩土软件flac_3d,依据当地气象资料,结合赤柏松隧道的实际地质条件,建立了赤柏松隧道模型,利用软件自身内嵌的fish语言编写了动态边界条件和动态参数变化程序,进而模拟分析隧道围岩温度场与季节性气温变化的对应关系,分析了围岩温度场的动态分布规律及其与渗流场、应力场的耦合关系,利用fish语言编写动态冻结过程,分析隧道冻胀力的分布变化规律,模拟冻融循环过程中围岩中水体冻结流动的推测可能出现渗漏的区域,为季冻区隧道衬砌结构设计、保温结构设计、排水设计提供参考。
With the rapid development of the national economy, the road transport services of china have been booming.Freeway tunnel as an important structure of freeway projects also ushered in the building boom of unprecedented scale. A series of freezing injury caused by cold environment will exert influence on the design and construction of the tunneling engineering in seasonal frozen region as well as the post-stage operation and management.It will cause great economical loss if we can not handle it properly.The original stable thermal state of the region will be disturbed after the excavation of the tunnel,and a new thermal state system with opening,ventilation, convection and no solar heat is formed.The surrounding rock behind the lining will generate a seasonal active ring of permafrost due to the seasonal climate variation.The water between the seasonal active ring of permafrost will pose repeated frost heave pressure to the lining which will lead to the damage of the lining structure and also accelerate the weathering of the surrounding rock.The increase of the surrounding rock fragmentation degrees will conversely provide favorable conditions for the frost heaving force growth ,therefore it will intensify the destroying effect simultaneously.
The primary facing problems of the tunneling engineering in seasonal frozen region was as follows::①the change of temperature in tunnel and surrounding rock is very large ,②because of the repeated freeze-thaw ,result in losing of strength .③tunnel lining layer will be subjected to frost heave loads .This makes it’s important to study the distribution of temperature and the couple relationship between with seepage field and stress field ,also the change laws of surrounding rock .
This paper bases on chisongbai tunnel ,according to local meteorological date ,uses Flac_3d software to establish three-dimensional model ,and combines the embedded language‘fish’, to compile dynamic temperature boundary conditions , and to dynamic change tunnel parameters with freeze-thaw environmental ,then to have a more real simulation of the process of frost heave . and this paper also summarizes the laws to freeze , compares the different between the case of tunnel freeze depth norm and the case of tunnel freeze depth with the insulation layer , compiles dynamic parameters in seepage model to couple calculation between temperature and seepage field .then to compare and analyse the impact of seepage field to deep freeze .The paper calculates freeze heave presser , the normal method is establishing the freeze depth ,then give special parameters to calculate freeze heave presser ,while this paper use the language embedded‘fish’compiling dynamic parameters which changes with temperature changing ,then to calculate frost heave presser more real ,and discuss the affection of the surrounding rock parameters to frost heave pressure ,finally get some conclusion and results:
1、the freeze depth in tunnel entrance is larger than it inner tunnel under the same conditions , the freeze depth develops rapidly in 1 to 5 years , while to be stability after 10 years .The freeze depth at the vault is smaller than it at the end of the arch , the freeze depth at arched feet is smallest .Insulation layer can effectively reduce tunnel freeze depth , because of the differences freeze depth between tunnel entrance and inner ,so it’s obviously unreasonable to lay the same insulation layer all the tunnel , the paper advice to lay different thickness and kinds of insulation layer .
2、The freeze depth which considers seepage field is smaller than it not consider , so seepage affects freeze depth obviously .
3、Water with in tunnel rock will movie to the vault ,arched feet and the arch at the end under freezing.It’s easily to leak when melts in spring.
4、The frost heave pressure increase with the increase of tunnel lining thickness ,it’s because increase tunnel lining thickness which equivalent to confirm the deformation of surround rock , so it can not only increase tunnel lining thickness ,but should take the form of variable cross-section design.The frost heave pressure increase with the increase of lining stiffness , so it’s should be soft not rigid when only considering frost damage to design.
5、The frost heave pressure obviously increase with the increase of frost heave rate of rock ,so there should be sufficient attention to the rate .The frost heave pressure is closely related to the physical and mechanical parameters surrounding rock , which increase with the increase of elastic modulus of surrounding rock ,which reduces with the increase of internal friction angle , increase with the increase of cohesion ,but frost heave rate impact most obviously .
With the rapid development of the national economy, the road transport services of china have been booming.Freeway tunnel as an important structure of freeway projects also ushered in the building boom of unprecedented scale. A series of freezing injury caused by cold environment will exert influence on the design and construction of the tunneling engineering in seasonal frozen region as well as the post-stage operation and management.It will cause great economical loss if we can not handle it properly.The original stable thermal state of the region will be disturbed after the excavation of the tunnel,and a new thermal state system with opening,ventilation, convection and no solar heat is formed.The surrounding rock behind the lining will generate a seasonal active ring of permafrost due to the seasonal climate variation.The water between the seasonal active ring of permafrost will pose repeated frost heave pressure to the lining which will lead to the damage of the lining structure and also accelerate the weathering of the surrounding rock.The increase of the surrounding rock fragmentation degrees will conversely provide favorable conditions for the frost heaving force growth ,therefore it will intensify the destroying effect simultaneously.
The primary facing problems of the tunneling engineering in seasonal frozen region was as follows::①the change of temperature in tunnel and surrounding rock is very large ,②because of the repeated freeze-thaw ,result in losing of strength .③tunnel lining layer will be subjected to frost heave loads .This makes it’s important to study the distribution of temperature and the couple relationship between with seepage field and stress field ,also the change laws of surrounding rock .
This paper bases on chisongbai tunnel ,according to local meteorological date ,uses Flac_3d software to establish three-dimensional model ,and combines the embedded language‘fish’, to compile dynamic temperature boundary conditions , and to dynamic change tunnel parameters with freeze-thaw environmental ,then to have a more real simulation of the process of frost heave . and this paper also summarizes the laws to freeze , compares the different between the case of tunnel freeze depth norm and the case of tunnel freeze depth with the insulation layer , compiles dynamic parameters in seepage model to couple calculation between temperature and seepage field .then to compare and analyse the impact of seepage field to deep freeze .The paper calculates freeze heave presser , the normal method is establishing the freeze depth ,then give special parameters to calculate freeze heave presser ,while this paper use the language embedded‘fish’compiling dynamic parameters which changes with temperature changing ,then to calculate frost heave presser more real ,and discuss the affection of the surrounding rock parameters to frost heave pressure ,finally get some conclusion and results:
1、the freeze depth in tunnel entrance is larger than it inner tunnel under the same conditions , the freeze depth develops rapidly in 1 to 5 years , while to be stability after 10 years .The freeze depth at the vault is smaller than it at the end of the arch , the freeze depth at arched feet is smallest .Insulation layer can effectively reduce tunnel freeze depth , because of the differences freeze depth between tunnel entrance and inner ,so it’s obviously unreasonable to lay the same insulation layer all the tunnel , the paper advice to lay different thickness and kinds of insulation layer .
2、The freeze depth which considers seepage field is smaller than it not consider , so seepage affects freeze depth obviously .
3、Water with in tunnel rock will movie to the vault ,arched feet and the arch at the end under freezing.It’s easily to leak when melts in spring.
4、The frost heave pressure increase with the increase of tunnel lining thickness ,it’s because increase tunnel lining thickness which equivalent to confirm the deformation of surround rock , so it can not only increase tunnel lining thickness ,but should take the form of variable cross-section design.The frost heave pressure increase with the increase of lining stiffness , so it’s should be soft not rigid when only considering frost damage to design.
5、The frost heave pressure obviously increase with the increase of frost heave rate of rock ,so there should be sufficient attention to the rate .The frost heave pressure is closely related to the physical and mechanical parameters surrounding rock , which increase with the increase of elastic modulus of surrounding rock ,which reduces with the increase of internal friction angle , increase with the increase of cohesion ,but frost heave rate impact most obviously .
引文
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[2]田俊峰,杨更社,刘慧.寒区岩石隧道冻害机理及防治研究[J].地下空间与工程学报.2007,3(8):1484-1489.
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[4]包凤鸣.寒冷地区隧道气温状态[J].冰川冻土,1988,10(4):450-453.
[5] Konnrad J.M.,Duquennoi C.A model for water transport and ice lensing in freezing soils[J].Water Resources Research.1993,29(9):3109-3124.
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[7]潘登.工程冻害问题研究[D].西安:西安理工大学,2007.
[8]王海彦,周敏娟,冯雪芹.高寒地区隧道的冻害机理综述[J].石家庄铁路职业技术学院学报.2007,6(2),29-32.
[9]黄双林,刘小刚.青藏铁路昆仑山隧道设计[J].中国铁路,2003(2):48-50.
[10] Scott Lin Huang,Nolan B.Aughenbaugh,Ming-Chee Wu.Stability Study of Crrel Permafrost Tunnel.Journal of Geotechnical Engineering,1986,112(8):777-790
[11]赖远明,吴紫汪,臧恩穆,等.寒区隧道工程[M].北京:海洋出版社,2003.
[12]何春雄,吴紫汪,朱林楠.大阪山隧道围岩冻融状况变化趋势的初步分析预测[J].第五界全国冰川冻土学大会论文集(上),兰州:甘肃文化出版社,1996: 419-425.
[13]何春雄,吴紫汪,朱林楠.严寒地区隧道围岩冻结状况分析的对流换热模型[J].中国科学D辑,1999,29(增刊):1-7.
[14]杨更社,周春华,田应国.寒区软岩隧道的水热耦合数值模拟与分析[J].岩土力学,2006,1(8):10-13.
[15]张正荣.传热学[M].北京:高等教育出版社,1989.
[16]黄双林,苏新民.隔热保温技术在多年冻土隧道中的应用[J].冰川冻土, 2003, 8(25):104.
[17]中国气象局.中国地面国际交换站气候资料旬值数据集.北京:中国气象科学数据共享服务网.
[18]马庆芳等.实用热物理性质手册[M].北京:中国农业机械出版社,1986.
[19]贾翔军,翟大勤.高海拔寒冷地区隧道施工防冻胀技术.国外公路,1999,19(6):51～55.
[20]徐芝伦.弹性力学(上册)第三版[M].北京:高等教育出版社,1990:73-136.
[21]水伟厚,高广运,韩晓雷,吕康成.寒区隧道围岩导温系数及其冻深分析[J].地下空间,2002,22(4):333-346.
[22]林睦曾.岩石物理学及其工程应用[M].重庆:重庆大学出版社,1991.
[23]李洪升,刘增利,等.基于冻土水分温度和外荷载相互作用的冻胀模式[J].大连理工大学学报.1998,38(l):29-33.
[24]何平,程国栋,等.饱和正冻土中的水、热、力场祸合模型[J].冰川冻土,2000,22(2):135-138.
[25]张树光等.单轴压缩条件下冻土的动态损伤和分形演化规律[J].岩土力学,2003,24(增刊):185-187.
[26] J.F.Nixon and E.C.McRoberts.A study of some factors affecting the thawing of frozen soils[J].Canadian Geotechnology Journal.1973.10(3):p.439-452
[27] Roman.L.T.Effect of chemical composition of soils on the strength and deformability of frozen saline soils[J].Soil Mechanics & Foundation Engineering.1995.31(6):p.205-210
[28]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):17-19.
[29]张全胜,杨更社,王连花,等.冻融条件下软岩隧道冻胀力计算分析[J].西安科技学院学报,2003,23(1):1-26.
[30]左建平,谢和平,周宏.温度压力耦合作用下的岩石屈服破坏研究[J].岩石力学与工程学报,24(16):2917- 29211
[31]赖远明,吴紫汪,张淑娟,等.寒区隧道保温效果的现场观察研究[J].铁道学报,2003,25(1):13-17.
[32]王润富.温度场和温度应力.北京:科学出版社,2005:1～65.
[33]赖远明,喻文兵,吴紫汪,等.寒区圆形截面隧道温度场的解析解[J].冰川冻土,2001,23(2):18-21.
[34]何平,程国栋,朱元林.土体冻结过程中的热质迁移研究进展[J].冰川冻土,2001,23(l):92—98.
[35]李功洲,等.冻结受力和变形分析—位移反分析法.第一届全国寒区环境与工程青年学术会议论文集[M].兰州大学出版社,1994:112-117.
[36]马巍,王大雁,常小晓.模拟K0固结后不同初始围压下冻土应力—应变特性研究[J].自然科学进展,2004,14(3):344-348.
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