坡顶建筑桩长对岩坡稳定性影响的数值分析
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摘要
依托岩质边坡坡顶建筑工程实例,利用FLAC3D软件建立数值计算模型,分析了桩端进入潜在破裂面以下和位于潜在破裂面以上两种情况下,建筑岩质边坡沿潜在破裂面滑移的安全系数。通过强度折减法改变潜在破裂面的内摩擦角和黏聚力的取值,模拟计算在强度参数不同取值情况下,建筑岩质边坡的安全系数。结果表明:桩端进入潜在破裂面以下时,建筑岩质边坡的安全系数比桩端位于潜在破裂面以上时提高4倍以上。对本工程而言,桩端进入潜在破裂面以下和桩端位于潜在破裂面以上两种情况都可以满足规范对边坡安全系数要求,本工程设计具有较大的安全度。
Based on the practical engineering example of building on the top of rock slope,numerical calculation model was established through FLAC3 Dto analyze the safety factor of the construction rock slope sliding along the potential rupture surface under the two conditions of the pile end entering below the potential failure surface and above the potential failure surface. By means of strength reduction method,the internal friction angle and cohesion value of potential failure surface were changed,and the safety factor of building rock slope was simulated and calculated under different values of strength parameters. The results show that the safety factor of the rock slope,when pile end enters below the potential failure surface,is more than 4 times higher than that under the condition that pile end enters above the potential failure surface.For this project,both the two conditions can meet the code requirements of the safety factor of the slope,and the design of this project has great safety margin.
Based on the practical engineering example of building on the top of rock slope,numerical calculation model was established through FLAC3 Dto analyze the safety factor of the construction rock slope sliding along the potential rupture surface under the two conditions of the pile end entering below the potential failure surface and above the potential failure surface. By means of strength reduction method,the internal friction angle and cohesion value of potential failure surface were changed,and the safety factor of building rock slope was simulated and calculated under different values of strength parameters. The results show that the safety factor of the rock slope,when pile end enters below the potential failure surface,is more than 4 times higher than that under the condition that pile end enters above the potential failure surface.For this project,both the two conditions can meet the code requirements of the safety factor of the slope,and the design of this project has great safety margin.
引文
[1]刘明维,郑颖人.边坡岩体结构面抗剪强度参数确定方法探讨[J].重庆交通大学学报(自然科学版),2007,26(5):97-102.
[2]李沿广,董兆祥.结构面抗剪强度参数对岩质边坡稳定的影响[J].工程地质学报,2007,15(2):217-221.
[3]SUN S,SUN H,WANG Y,et al.Effect of the combination characteristics of rock structural plane on the stability of a rock-mass slope[J].Bulletin of Engineering Geology&the Environment,2014,73(4):987-995.
[4]吴曙光.建筑岩质边坡稳定与控制研究[D].重庆:重庆大学,2005.
[5]颜昌武.岩质边坡地基与上部结构及基础的共同作用分析[D].重庆:重庆大学,2009.
[6]陈欣.山区建筑桩基与边坡相互作用研究[D].重庆:重庆大学,2016.
[7]PANIGRAHI R K.Rock fracture studies for hill rock slope[C]//Geo-Shanghai International Conference.2014:126-135.
[8]NILSEN B.New trends in rock slope stability analyses[J].Bulletin of Engineering Geology and the Environment,2000,58(3):173-178.
[9]建筑边坡工程技术规范:GB 50330—2013[S].北京:中国建筑工业出版社,2014.
[10]建筑桩基础设计与施工验收规范:DBJ 50-200—2016[S].重庆:重庆市城乡建设委员会,2016.
[11]郑文华.FLAC3D复杂模型interface建模方法探讨[J].土木建筑工程信息技术,2012,4(2):67-70.
[12]陈育民,徐鼎平.FLAC/F1AC3D基础与工程实例[M].北京:中国水利水电出版社.
[13]赵尚毅,郑颖人,邓卫东.用有限元强度折减法进行节理岩质边坡稳定性分析[J].岩石力学与工程学报,2003,22(2):254-260.
[14]建筑桩基技术规范:JGJ 94—2008[S].北京:中国建筑工业出版社,2008.
[2]李沿广,董兆祥.结构面抗剪强度参数对岩质边坡稳定的影响[J].工程地质学报,2007,15(2):217-221.
[3]SUN S,SUN H,WANG Y,et al.Effect of the combination characteristics of rock structural plane on the stability of a rock-mass slope[J].Bulletin of Engineering Geology&the Environment,2014,73(4):987-995.
[4]吴曙光.建筑岩质边坡稳定与控制研究[D].重庆:重庆大学,2005.
[5]颜昌武.岩质边坡地基与上部结构及基础的共同作用分析[D].重庆:重庆大学,2009.
[6]陈欣.山区建筑桩基与边坡相互作用研究[D].重庆:重庆大学,2016.
[7]PANIGRAHI R K.Rock fracture studies for hill rock slope[C]//Geo-Shanghai International Conference.2014:126-135.
[8]NILSEN B.New trends in rock slope stability analyses[J].Bulletin of Engineering Geology and the Environment,2000,58(3):173-178.
[9]建筑边坡工程技术规范:GB 50330—2013[S].北京:中国建筑工业出版社,2014.
[10]建筑桩基础设计与施工验收规范:DBJ 50-200—2016[S].重庆:重庆市城乡建设委员会,2016.
[11]郑文华.FLAC3D复杂模型interface建模方法探讨[J].土木建筑工程信息技术,2012,4(2):67-70.
[12]陈育民,徐鼎平.FLAC/F1AC3D基础与工程实例[M].北京:中国水利水电出版社.
[13]赵尚毅,郑颖人,邓卫东.用有限元强度折减法进行节理岩质边坡稳定性分析[J].岩石力学与工程学报,2003,22(2):254-260.
[14]建筑桩基技术规范:JGJ 94—2008[S].北京:中国建筑工业出版社,2008.