固结灌浆对抽水蓄能电站围岩分担率的影响
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摘要
结合已建抽蓄电站引水压力管道变形监测资料,通过计算,探讨围岩抗力系数对围岩分担率的影响。研究结果表明:(1)不同内水压力作用下,围岩抗力系数的变化对钢衬变形和应力影响均不显著,敏感性低,这一现象不仅与钢衬的变形量过小、影响和波及范围有限有关,还与围岩弹性模量较大有关;(2)随着围岩抗力系数的增大,钢衬的环向应力和径向位移变化甚微,围岩分担率也无明显变化;(3)对于不存在明显地质缺陷的Ⅲ、Ⅳ类围岩,试图通过固结灌浆提高围岩分担率可能不会得到明显效果,必要性很小。
Based on the study of monitoring data of constructed pumped storage power stations,the article adopted the numerical simulation software to analyze how the rock resistant coefficient affected the stress and deformation of penstock. The results indicate that a) under the high internal water pressure,the rock resistant coefficient of surrounding rock has not obvious effect on the penstock,because the deformation of steel penstock is small and the elasticity modulus of surrounding rock is relatively larger; b) the value of circumferential stress and deformation do not clearly change with the increase of the rock resistant coefficient and the rock resistant coefficient is not an remarkable factor influencing the sharing ratio of internal pressure in bedrock; c) there is no need to apply high-pressure consolidation grouting,according to normal Ⅲ and Ⅳ surrounding rock without faults,dikes,unloading crack intensive belt,deep unloading belt and developed joint fissures.
Based on the study of monitoring data of constructed pumped storage power stations,the article adopted the numerical simulation software to analyze how the rock resistant coefficient affected the stress and deformation of penstock. The results indicate that a) under the high internal water pressure,the rock resistant coefficient of surrounding rock has not obvious effect on the penstock,because the deformation of steel penstock is small and the elasticity modulus of surrounding rock is relatively larger; b) the value of circumferential stress and deformation do not clearly change with the increase of the rock resistant coefficient and the rock resistant coefficient is not an remarkable factor influencing the sharing ratio of internal pressure in bedrock; c) there is no need to apply high-pressure consolidation grouting,according to normal Ⅲ and Ⅳ surrounding rock without faults,dikes,unloading crack intensive belt,deep unloading belt and developed joint fissures.
引文
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[3]张淑婵.水电站压力钢管与混凝土之间的接触灌浆[J].西北水电,2009(1):11-15.
[4]符志远.压力钢管联合受力多层环模型及算法[J].人民长江,1995,26(5):1-9.
[5]侯建国,李春霞,安旭文,等.水电站地下埋管围岩内压分担率的统计特征研究[J].岩石力学与工程学报,2003,22(8):1334-1338.
[6]王志国.水电站埋藏式内加强月牙肋岔管技术研究与实践[M].北京:中国水利水电出版社,2011:20-22.
[7]刘启明,胡明.水电站[M].北京:中国水利水电出版社,2013:166-170.
[8]侯全光.高压固结灌浆对改善花岗岩性能的作用[J].人民长江,1993,24(12):44-46.
[9]刘培青,李士青,安海堂.高压固结灌浆对软弱岩体性质的影响[J].人民黄河,2007,29(9):85-86.
[10]刘佑荣,唐辉明.岩体力学[M].武汉:中国地质大学出版社,2004:148-149.