泥水盾构支护压力设定范围及其影响因素分析
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摘要
与土压平衡盾构对掘进面的被动支护不同,泥水盾构是依靠液态介质实现对掘进面的主动支护。泥水支护的关键是选择合适的泥水和支护压力从而形成并维持泥膜的完整性。基于泥水劈裂(渗透破坏)和仓筒理论给出了泥水支护压力的上下限。结合静水压力、土体特性、盾构直径和覆土厚度等因素研究了支护压力区间特性(可设定范围)。研究表明:支护压力下限主要受静水压力和土体摩擦角的影响,其中静水压力起决定性作用。一般情况下,泥水压力设定可以取为静水压力+20 kPa;支护压力上限为泥水劈裂(渗透破坏)压力,主要受静水压力和覆土厚度的影响。增加覆土厚度可以提高地层的泥水劈裂(渗透破坏)抗力,从而改善地层的泥水支护特性,增大泥水支护压力区间长度。然而,增加静水压力只可以平移泥水支护压力区间,而不能使其增大。泥水支护压力区间长度还受土体摩擦角的影响,而其它因素影响较小。考虑泥水支护区间长度的影响,实施带压换刀的隧道覆径比不宜小于0.8～1.0。
The earth pressure balanced shield supplies a passive support for the tunnel face. However, the slurry shield offers an active support for the tunnel face with slurry(liquid medium). The key work for slurry support is to choose a suitable slurry and a support pressure to form a slurry cake and maintain its integrity. Based on the theory of soil fracturing and the wedge-prism model, the upper and lower bounds of slurry support pressures are supplied. Slurry support pressures are analyzed with consideration of hydrostatic pressures, soil properties, tunnel diameters and earth covers. It is suggested that the lower bound of the support pressure is mainly affected by hydrostatic pressure and soil friction, especially by the hydrostatic pressure. The slurry support pressure can be usually set as 20 kPa more than the hydrostatic pressure; the upper bound of support pressure is soil fracturing(seepage failure) pressure, mainly affected by hydrostatic pressure and earth cover. The soil fracturing(seepage failure) pressure can be increased by increasing the thickness of earth cover. And then the ranges of slurry support pressure can be also enlarged. However, the ranges of slurry support pressure can only be moved but not enlarged by increasing the hydrostatic pressure. The range length of slurry support pressure is also affected by the soil friction rather than other factors mentioned above. Considering the setting of slurry pressure in shield cutter replacement condition, the ratio of earth cover to tunnel diameter should be larger than 0.8～1.0.
The earth pressure balanced shield supplies a passive support for the tunnel face. However, the slurry shield offers an active support for the tunnel face with slurry(liquid medium). The key work for slurry support is to choose a suitable slurry and a support pressure to form a slurry cake and maintain its integrity. Based on the theory of soil fracturing and the wedge-prism model, the upper and lower bounds of slurry support pressures are supplied. Slurry support pressures are analyzed with consideration of hydrostatic pressures, soil properties, tunnel diameters and earth covers. It is suggested that the lower bound of the support pressure is mainly affected by hydrostatic pressure and soil friction, especially by the hydrostatic pressure. The slurry support pressure can be usually set as 20 kPa more than the hydrostatic pressure; the upper bound of support pressure is soil fracturing(seepage failure) pressure, mainly affected by hydrostatic pressure and earth cover. The soil fracturing(seepage failure) pressure can be increased by increasing the thickness of earth cover. And then the ranges of slurry support pressure can be also enlarged. However, the ranges of slurry support pressure can only be moved but not enlarged by increasing the hydrostatic pressure. The range length of slurry support pressure is also affected by the soil friction rather than other factors mentioned above. Considering the setting of slurry pressure in shield cutter replacement condition, the ratio of earth cover to tunnel diameter should be larger than 0.8～1.0.
引文
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[15]MIN F,ZHU W,HAN X.Filter cake formation for slurry shield tunneling in highly permeable sand[J].Tunnelling and Underground Space Technology,2013,38:423-430.
[16]闵凡路,魏代伟,姜腾,等.泥浆在地层中的渗透特性试验研究[J].岩土力学,2014,35(10):2801-2806.(MINFan-lu,WEI Dai-wei,JIANG Teng,et al.Experimental study of law of slurry infiltration in strata[J].Rock and Soil Mechanics,2014,35(10):2801-2806.(in Chinese))
[17]陈仁朋,尹鑫晟,李育超,等.泥水盾构泥膜渗透性及其对开挖面稳定性影响[J].岩土工程学报,2017,39(11):2102-2108.(CHEN Ren-peng,YIN Xin-sheng,LI Yu-chao,et al.Permeability of filter cake and its influence on face stability of slurry shield-driven tunnels[J].Chinese Journal of Geotechnical Engineering,2017,39(11):2102-2108.(in Chinese))
[18]KANAYASU S,KUBOTA I,SHIKIBU N.Stability of face during shield tunneling-a survey of Japanese shield tunneling[C]//Underground Construction in Soft Ground.Rotterdam,1995:337-343.
[19]赵波,崔季平,樊菁.高温高压气体状态方程研究及钱学森方程改进[J].力学学报,2010,42(2):151-158.(ZHAO Bo,CUI Ji-ping,FAN Jing.An improvement of Tsien’s Equation of state in high-temperature and high-pressure gases[J].Chinese Journal of Theoretical and Applied Mechanics,2010,42(2):151-158.(in Chinese))
[20]ZHANG Z X,HU X Y,SCOTT K D.A discrete numerical approach for modeling face stability in slurry shield tunnelling in soft soils[J].Computers and Geotechnics,2011,38(1):94-104.
[21]李广信,周晓杰.土的渗透破坏及其工程问题[J].工程勘察,2004(5):10-13.(LI Guang-xin,ZHOU Xiao-jie.Soil seepage failure and its problem in engineering[J].Geotechical Investigation&Surveying,2004(5):10-13.(in Chinese))
[22]BROERE W.Tunnel face stability&new CPTapplications[D].Delft:Delft University of Technology,2001.
[23]赵文,程诚,李慎刚,等.盾构开挖面楔形体支护压力模型分析及改进[J].中国公路学报,2017,30(8):74-81,90.(ZHAO Wen,CHENG Cheng,LI Shen-gang,et al.Analysis and improvement of wedge supporting pressure model of shield tunnel excavation face[J].China Journal of Highway and Transport,2017,30(8):74-81,90.(in Chinese))
[2]MURAYAMA S,ENDO M,HASHIBA T,et al.Geotechnical aspects for the excavating performance of the shield machines[C]//The 21st Annual Lecture in Meeting of Japan Society of Civil Engineers.Tokyo,1966.
[3]DAVIS E H,GUNN M J,MAIR R J,et al.The stability of shallow tunnels and underground openings in cohesive material[J].Géotechnique,1980,30(4):397-416.
[4]LECA E,DORMIEUX L.Upper and lower bound solutions for the face stability of shallow circular tunnels in frictional material[J].Géotechnique,1990,40(4):581-606.
[5]MOLLON G,DIAS D,SOUBRA A H.Rotational failure mechanisms for the face stability analysis of tunnels driven by a pressurized shield[J].International Journal for Numerical and Analytical Methods in Geomechanics,2011,35(12):1363-1388.
[6]ZHANG C,HAN K,ZHANG D.Face stability analysis of shallow circular tunnels in cohesive-frictional soils[J].Tunnelling and Underground Space Technology,2015,50:345-357.
[7]ZHANG F,GAO Y F,WU Y X,et al.Upper-bound solutions for face stability of circular tunnels in undrained clays[J].Géotechnique,2017,68(1):1-10.
[8]CHEN R P,TANG L J,YIN X S,et al.An improved 3Dwedge-prism model for the face stability analysis of the shield tunnel in cohesionless soils[J].Acta Geotechnica,2015,10(5):683-692.
[9]MIN F,SONG H,ZHANG N.Experimental study on fluid properties of slurry and its influence on slurry infiltration in sand stratum[J].Applied Clay Science,2018,161:64-69.
[10]XU T,BEZUIJEN A.Analytical methods in predicting excess pore water pressure in front of slurry shield in saturated sandy ground[J].Tunnelling and Underground Space Technology,2018,73:203-211.
[11]刘学彦,袁大军.泥水劈裂试验伸展现象的力学分析[J].岩石力学与工程学报,2013,32(7):1434-1442.(LIUXue-yan,YUAN Da-jun.Mechanical analysis of slurry fracturing propagation phenomenon[J].Chinese Journal of Rock Mechanics and Engineering,2013,32(7):1434-1442.(in Chinese))
[12]刘成,孙钧,杨平,等.泥膜形成与状态划分细观分析及模型试验研究[J].岩土工程学报,2014,36(3):435-442.(LIU Cheng,SUN Jun,YANG Ping,et al.Mesoscopic analysis and model test on formation process and state division of slurry membrane[J].Chinese Journal of Geotechnical Engineering,2014,36(3):435-442.(in Chinese))
[13]刘成,孙钧,赵志峰,等.泥水盾构泥膜形成二维理论分析[J].岩土力学,2013,34(6):1593-1597,1628.(LIUCheng,SUN Jun,ZHAO Zhi-feng,et al.Two-dimensional theoretical analysis of slurry membrane formation process in slurry shield[J].Rock and Soil Mechanics,2013,34(6):1593-1597,1628.(in Chinese))
[14]刘成,汤昕怡,高玉峰.砂性地层孔隙特征对泥水盾构泥浆成膜的影响[J].岩土工程学报,2017,39(11):2002-2008.(LIU Cheng,TANG Xin-yi,GAO Yu-feng.Influence of pore characteristics of sand strata on filter-cake formation under slurry shield[J].Chinese Journal of Geotechnical Engineering,2017,39(11):2002-2008.(in Chinese))
[15]MIN F,ZHU W,HAN X.Filter cake formation for slurry shield tunneling in highly permeable sand[J].Tunnelling and Underground Space Technology,2013,38:423-430.
[16]闵凡路,魏代伟,姜腾,等.泥浆在地层中的渗透特性试验研究[J].岩土力学,2014,35(10):2801-2806.(MINFan-lu,WEI Dai-wei,JIANG Teng,et al.Experimental study of law of slurry infiltration in strata[J].Rock and Soil Mechanics,2014,35(10):2801-2806.(in Chinese))
[17]陈仁朋,尹鑫晟,李育超,等.泥水盾构泥膜渗透性及其对开挖面稳定性影响[J].岩土工程学报,2017,39(11):2102-2108.(CHEN Ren-peng,YIN Xin-sheng,LI Yu-chao,et al.Permeability of filter cake and its influence on face stability of slurry shield-driven tunnels[J].Chinese Journal of Geotechnical Engineering,2017,39(11):2102-2108.(in Chinese))
[18]KANAYASU S,KUBOTA I,SHIKIBU N.Stability of face during shield tunneling-a survey of Japanese shield tunneling[C]//Underground Construction in Soft Ground.Rotterdam,1995:337-343.
[19]赵波,崔季平,樊菁.高温高压气体状态方程研究及钱学森方程改进[J].力学学报,2010,42(2):151-158.(ZHAO Bo,CUI Ji-ping,FAN Jing.An improvement of Tsien’s Equation of state in high-temperature and high-pressure gases[J].Chinese Journal of Theoretical and Applied Mechanics,2010,42(2):151-158.(in Chinese))
[20]ZHANG Z X,HU X Y,SCOTT K D.A discrete numerical approach for modeling face stability in slurry shield tunnelling in soft soils[J].Computers and Geotechnics,2011,38(1):94-104.
[21]李广信,周晓杰.土的渗透破坏及其工程问题[J].工程勘察,2004(5):10-13.(LI Guang-xin,ZHOU Xiao-jie.Soil seepage failure and its problem in engineering[J].Geotechical Investigation&Surveying,2004(5):10-13.(in Chinese))
[22]BROERE W.Tunnel face stability&new CPTapplications[D].Delft:Delft University of Technology,2001.
[23]赵文,程诚,李慎刚,等.盾构开挖面楔形体支护压力模型分析及改进[J].中国公路学报,2017,30(8):74-81,90.(ZHAO Wen,CHENG Cheng,LI Shen-gang,et al.Analysis and improvement of wedge supporting pressure model of shield tunnel excavation face[J].China Journal of Highway and Transport,2017,30(8):74-81,90.(in Chinese))
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