考虑脆性损伤和渗流的圆形水工隧洞解析解
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摘要
针对脆性岩石的损伤特性引入脆性损伤模型,导出三维各向同性损伤情况下的损伤变量表达式。在考虑损伤、不同工况主应力对应关系和渗流作用影响下,推导出圆形水工隧洞洞周围岩的弹塑性应力和塑性半径的解析解。对岩石的脆性特性的研究表明,考虑脆性损伤时的洞周围岩塑性半径比不考虑时有一定程度提升;围岩脆性特征越明显,塑性半径越大。无论洞周围岩应力状态如何,考虑渗流影响后,洞周围岩塑性区范围均会有所扩展。在内水压从0逐渐增加过程中,塑性半径随内水压增加而逐渐减小,直至塑性区消失,在超出临界内压后,塑性区重新出现,塑性半径逐渐增大。
Considering the damage characteristic of the brittle rock,the brittle damage model is introduced;and the expression of damage variable under 3-dimension isotropic damage condition is derived.The analytical solutions of elastoplastic stress and plastic radius of the circular hydraulic tunnel are deduced,considering the seepage influence,damage influence and principal stress corresponding relations under different engineering conditions.The research about brittle characteristic shows that the plastic radius of surrounding rock will increase after considering brittle damage.The more distinct the brittle characteristic is,the more larger plastic radius will be.Whether the first principal stress of rock nearby the tunnel is radial stress or tangential stress,the consideration of seepage will expand the plastic zone of the surrounding rock.In the process of internal water pressure increase from zero,the plastic radius will gradually decrease accompany with the increase of internal water pressure,until the plastic zone disappears in the end;however,when the internal water pressure exceeds the critical pressure;the plastic zone appears again;the plastic zone will gradually increase.
Considering the damage characteristic of the brittle rock,the brittle damage model is introduced;and the expression of damage variable under 3-dimension isotropic damage condition is derived.The analytical solutions of elastoplastic stress and plastic radius of the circular hydraulic tunnel are deduced,considering the seepage influence,damage influence and principal stress corresponding relations under different engineering conditions.The research about brittle characteristic shows that the plastic radius of surrounding rock will increase after considering brittle damage.The more distinct the brittle characteristic is,the more larger plastic radius will be.Whether the first principal stress of rock nearby the tunnel is radial stress or tangential stress,the consideration of seepage will expand the plastic zone of the surrounding rock.In the process of internal water pressure increase from zero,the plastic radius will gradually decrease accompany with the increase of internal water pressure,until the plastic zone disappears in the end;however,when the internal water pressure exceeds the critical pressure;the plastic zone appears again;the plastic zone will gradually increase.
引文
[1]任青文,邱颖.具有衬砌圆形隧洞的弹塑性解[J].工程力学,2005,22(2):212-217.REN Qing-wen,QIU Ying.Elastic-plastic solution of circular tunnel with liner[J].Engineering Mechanics,2005,22(2):212-217.
[2]李宗利,任青文,王亚红.考虑渗流场影响深埋圆形隧洞的弹塑性解[J].岩石力学与工程学报,2004,23(8):1291-1295.LI Zong-li,REN Qing-wen,WANG Ya-hong.Elasto-plastic analytical solution of deep-buried circle tunnel considering fluid flow field[J].Chinese Journal of Rock Mechanics and Engineering,2004,23(8):1291-1295.
[3]李忠华,潘一山.有渗流作用的油井井壁稳定性分析[J].工程力学,2002,19(3):105-108.LI Zhong-hua,PAN Yi-shan.Stability analysis of wellbore with permeation[J].Engineering Mechanics,2002,19(3):105-108.
[4]荣传新,程桦.地下水渗流对巷道围岩稳定性影响的理论解[J].岩石力学与工程学报,2004,23(5):741-744.RONG Chuan-xin,CHENG Hua.Stability analysis of rocks around tunnel with ground water permeation[J].Chinese Journal of Rock Mechanics and Engineering,2004,23(5):741-744.
[5]张常光,张庆贺,赵均海.考虑应变软化、剪胀和渗流的水工隧洞解析解[J].岩土工程学报,2009,31(12):1941-1946.ZHANG Chang-guang,ZHANG Qing-he,ZHAO Jun-hai.Analytical solutions of hydraulic tunnels considering strain softening,shear dilation and seepage[J].Chinese Journal of Geotechnical Engineering,2009,31(12):1941-1946.
[6]周维垣,剡公瑞,杨若琼.岩体弹脆性损伤本构模型及工程应用[J].岩土工程学报,1998,20(5):54-57.ZHOU Wei-yuan,YAN Gong-rui,YANG Ruo-qiong.Elasto-brittle damage model for rock mass based on field tests in Laxiwa arch dam site[J].Chinese Journal of Geotechnical Engineering,1998,20(5):54-57.
[7]贾乃文.黏塑性力学及工程应用[M].北京:地震出版社,2000:51-53.
[8]余天庆,钱济成.损伤理论及应用[M].北京:国防工业出版社,1993:46-50.
[9]陈明祥.弹塑性力学[M].北京:科学出版社,2007:207-208.
[10]徐芝纶.弹性力学简明教程[M].北京:高等教育出版社,2002:63-64.
[11]潘岳,王志强,王在泉.非线性硬化与软化的巷道围岩应力分布与工况研究[J].岩石力学与工程学报,2006,25(7):1343-1351.PAN Yue,WANG Zhi-qiang,WANG Zai-quan.Study on stress distribution of surrounding rock and work condition of tunnel based on strain nonlinear hardening and softening[J].Chinese Journal of Rock Mechanics and Engineering,2006,25(7):1343-1351.
[12]蔡晓鸿,蔡勇平.水工压力隧洞结构应力计算[M].北京:中国水利水电出版社,2004:123-128.
[13]朱维申,张强勇,李术才.三维脆弹塑性断裂损伤模型在裂隙岩体工程中的应用[J].固体力学学报,1999,20(2):164-170.ZHU Wei-shen,ZHANG Qiang-yong,LI Shu-cai.Application of 3-D brittle elastoplastic fracture damage model in jointed rockmass[J].Acta Mechanica Solida Sinica,1999,20(2):164-170.
[2]李宗利,任青文,王亚红.考虑渗流场影响深埋圆形隧洞的弹塑性解[J].岩石力学与工程学报,2004,23(8):1291-1295.LI Zong-li,REN Qing-wen,WANG Ya-hong.Elasto-plastic analytical solution of deep-buried circle tunnel considering fluid flow field[J].Chinese Journal of Rock Mechanics and Engineering,2004,23(8):1291-1295.
[3]李忠华,潘一山.有渗流作用的油井井壁稳定性分析[J].工程力学,2002,19(3):105-108.LI Zhong-hua,PAN Yi-shan.Stability analysis of wellbore with permeation[J].Engineering Mechanics,2002,19(3):105-108.
[4]荣传新,程桦.地下水渗流对巷道围岩稳定性影响的理论解[J].岩石力学与工程学报,2004,23(5):741-744.RONG Chuan-xin,CHENG Hua.Stability analysis of rocks around tunnel with ground water permeation[J].Chinese Journal of Rock Mechanics and Engineering,2004,23(5):741-744.
[5]张常光,张庆贺,赵均海.考虑应变软化、剪胀和渗流的水工隧洞解析解[J].岩土工程学报,2009,31(12):1941-1946.ZHANG Chang-guang,ZHANG Qing-he,ZHAO Jun-hai.Analytical solutions of hydraulic tunnels considering strain softening,shear dilation and seepage[J].Chinese Journal of Geotechnical Engineering,2009,31(12):1941-1946.
[6]周维垣,剡公瑞,杨若琼.岩体弹脆性损伤本构模型及工程应用[J].岩土工程学报,1998,20(5):54-57.ZHOU Wei-yuan,YAN Gong-rui,YANG Ruo-qiong.Elasto-brittle damage model for rock mass based on field tests in Laxiwa arch dam site[J].Chinese Journal of Geotechnical Engineering,1998,20(5):54-57.
[7]贾乃文.黏塑性力学及工程应用[M].北京:地震出版社,2000:51-53.
[8]余天庆,钱济成.损伤理论及应用[M].北京:国防工业出版社,1993:46-50.
[9]陈明祥.弹塑性力学[M].北京:科学出版社,2007:207-208.
[10]徐芝纶.弹性力学简明教程[M].北京:高等教育出版社,2002:63-64.
[11]潘岳,王志强,王在泉.非线性硬化与软化的巷道围岩应力分布与工况研究[J].岩石力学与工程学报,2006,25(7):1343-1351.PAN Yue,WANG Zhi-qiang,WANG Zai-quan.Study on stress distribution of surrounding rock and work condition of tunnel based on strain nonlinear hardening and softening[J].Chinese Journal of Rock Mechanics and Engineering,2006,25(7):1343-1351.
[12]蔡晓鸿,蔡勇平.水工压力隧洞结构应力计算[M].北京:中国水利水电出版社,2004:123-128.
[13]朱维申,张强勇,李术才.三维脆弹塑性断裂损伤模型在裂隙岩体工程中的应用[J].固体力学学报,1999,20(2):164-170.ZHU Wei-shen,ZHANG Qiang-yong,LI Shu-cai.Application of 3-D brittle elastoplastic fracture damage model in jointed rockmass[J].Acta Mechanica Solida Sinica,1999,20(2):164-170.
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