“坝前淤积面加坝”边坡稳定性分析上限解

doi:10.13722/j.cnki.jrme.2022.0525

摘要
图/表
参考文献
相关文章 (15)

全文: PDF (953 KB) HTML (1 KB)
输出: BibTeX | EndNote (RIS)

摘要西北黄土丘陵山区通常采用“坝前淤积面加坝”进行水库除险加固施工，涉及不同固结状态土体和多个软弱结合面的“复合土坝”稳定性分析问题。文中针对“复合土坝”的结构型式和水库运行特点，基于极限分析上限定理，构建2种运动许可的破坏机制，给出考虑库水位动态变化引起的坝坡静水压力和坝体孔隙水压力效应的边坡稳定分析上限解，采用强度折减法并结合序列二次规划法进行边坡安全系数的寻优计算。在此基础上，以宁夏南部黄土丘陵山区“坝前淤泥面加坝”的水库除险加固工程为算例，对比分析文中上限解与Optum-G2和Geo-studio数值模拟计算结果。研究表明，当库水位由设计水位骤降至死水位时，2种破坏机制的上限解与数值模拟值非常接近，安全系数的相对误差≤5.7%；改变淤泥–新填土软弱结合面宽度，破坏模式亦随之变化；平动破坏时，软弱结合面宽度与边坡安全系数呈近似线性关系，宽度每增加1 m，安全系数约提高2.7%；转动–平动破坏时，坡比与边坡安全系数亦呈近似线性变化，坡比每增加0.1，边坡安全系数约降低8.6%。本文方法简单、快捷，适宜在此类工程中应用。

	服务

	把本文推荐给朋友
	加入我的书架
	加入引用管理器
	E-mail Alert
	RSS
	作者相关文章
	王红雨1
	2
	闫超1
	曹静1

关键词 ：土力学, 坝前淤积面加坝, 破坏机制, 极限分析上限解, 水力效应, 稳定性分析

Abstract：The stability analysis problem of the composite earth dam with multiple weak joints composed of soils in different consolidation states will be encountered when adopting the method of filling earth from upstream deposited silt which be common in northwest loess hill region for the reinforcement of the reservoir. Based on the upper bound theorem of plastic mechanics limit analysis，two destruction mechanisms have been constructed with the slope of filling earth from deposited silt as the research object that according to the structural type of composite earth dam and the operating characteristics of the reservoir. Then，considering the influence of the static water pressure of the dam slope and the pore water pressure in the earth caused by the dynamic change of the reservoir water level，the safety factors have been analyzed and optimized by using strength reduction technology and SQP method. On this basis，taking the reservoir reinforcement project of filling earth from upstream deposited silt from Ningxia southern mountainous area as a case，the upper limit solution of this paper and the numerical simulation results of Optum-G2 and Geo-studio have been compared and analyzed. The research results show the upper limit solutions of the two destruction mechanisms are very close to the numerical simulation values and the relative error of the safety factor is less than or equal to 5.7% when the reservoir water level drops sharply from the design water level to the dead water level. The failure mode change with the width of the weak interface of silt and new fill. The slope safety factor shows a nearly linear relation with the weak interface width variation that the safety factor will be increased about 2.7% as add every 1 m of interface width when the dam slope fails in translation. And the slope safety factor also has a nearly linear relation with the slope ratio variation that the slope safety factor will be reduced about 8.6% as add every 0.1 of slope ratio under rotation-translation combined failure conditions. The upper bound solution that presents in this paper is simple，convenient and suitable for the type of problem.

Key words： soil mechanics filling earth from upstream deposited silt destruction mechanism upper bound solution hydraulic effect stability analysis

引用本文:

王红雨1，2，闫超1，曹静1. “坝前淤积面加坝”边坡稳定性分析上限解[J]. 岩石力学与工程学报, 2023, 42(S1): 3578-3588.
WANG Hongyu1，2，YAN Chao1，CAO Jing1. Upper bound solution of slope stability analysis for“filling earth from #br# upstream deposited silt”. , 2023, 42(S1): 3578-3588.

链接本文:

http://rockmech.whrsm.ac.cn/CN/10.13722/j.cnki.jrme.2022.0525 或 http://rockmech.whrsm.ac.cn/CN/Y2023/V42/IS1/3578

[2]	SINGH V P，SCARLATOS P D，Analysis of gradual earth-dam failure[J]. Journal of Hydraulic Engineering，1988，114(1)：21-42.
[7]	SLOAN S W. Geotechnical stability analysis[J]. Geotechnique，2013，63(7)：531-572.
[13]	MICHALOWSKI R L. Slope stability analysis：a kinematical approach[J]. Géotechnique，1995，45(2)：283-293.
[8]	陈祖煜. 土力学经典问题的极限分析上、下限解[J]. 岩土工程学报，2002，23(1)：1-11.(CHEN Zuyu. The upper and lower limit solutions of the classic problems of soil mechanics[J]. Chinese Journal of Geotechnical Engineering，2002，23(1)：1-11.(in Chinese))
[3]	屈智炯，刘恩龙. 土的塑性力学[M]. 北京：科学出版社，2011：237-253.(QU Zhijiong，LIU Enlong. Plastic mechanics of soil[M]. Beijing：Science Press，2011：237-253.(in Chinese))
[5]	DRUCKER D C，PRAGER W. Soil mechanics and plastic analysis or limit design[J]. Quarterly of Applied Mathematics，1952，10(2)：157-165.
[10]	HUANG M S，WANG H R，SHENG D C，et al. Rotational-translational mechanism for the upper bound stability analysis of slopes with weak interlayer[J]. Computers and Geotechnics，2013，(53)：133-141.
[15]	王根龙，伍法权，祁生文，等. 加锚岩质边坡稳定性评价的极限分析上限法研究[J]. 岩石力学与工程学报，2007，26(12)：2 556- 2 563.(WANG Genlong，WU Faquan，QI Shengwen，et al. Research on the limit analysis upper bound method for the stability evaluation of rock slopes with anchors[J]. Chinese Journal of Rock Mechanics and Engineering，2007，26(12)：2 556-2 563.(in Chinese))
[17]	赵炼恒，罗强，李亮，等. 地下水位变化对边坡稳定性影响的上限分析[J]. 公路交通科技，2010，27(7)：1-7.(ZHAO Lianheng，LUO Qiang，LI Liang，et al. Upper limit analysis of the influence of groundwater level changes on slope stability[J]. Highway and Transportation Science and Technology，2010，27(7)：1-7.(in Chinese))
[18]	邹飞，程肖，赵炼恒，等. 水力效应对裂缝边坡稳定性影响的上限分析[J]. 北京工业大学学报，2016，42(12)：104-112.(ZOU Fei，CHENG Xiao，ZHAO Lianheng，et al. Upper limit analysis of hydraulic effect on cracked slope stability[J]. Journal of Beijing University of Technology，2016，42(12)：104-112.(in Chinese))
[20]	PANG H，NIE X，SUN Z，et al. Upper bound analysis of 3d-reinforced slope stability subjected to pore-water pressure[J]. International Journal of Geomechanics，2020，20(4)：06020002.
[23]	杨小礼，李亮，刘宝琛. 非线性破坏准则对竖直边坡稳定性分析的影响[J]. 岩石力学与工程学报，2004，23(4)：592-596.(YANG Xiaoli，LI Liang，LIU Baochen. Influence of nonlinear failure criterion on stability analysis of vertical slopes[J]. Chinese Journal of Rock Mechanics and Engineering，2004，23(4)：592-596.(in Chinese))
[25]	侯震堃，徐鸿江，阎中华. 巴家嘴水库在坝前淤土上加高土坝的试验与设计施工[J]. 人民黄河，1981，(3)：12-18.(HOU Zhenkun，XU Hongjiang，YAN Zhonghua. Experiment and design construction of an earth dam raised above the silt in front of the dam in Bajiazui Reservoir[J]. People?s Yellow River，1981，(3)：12-18.(in Chinese))
[27]	ZIENKIEWICZ O C，HUMPHESON C，LEWIS R W. Associated and non-associated visco-plasticity and plasticity in soil mechanics[J]. Géotechnique，1975，25(4)：671-689.
[1]	陈仲颐，周景星，王洪谨. 土力学[M]. 北京：清华大学出版社，1994：36-55.(CHEN Zhongyi，ZHOU Jingxing，WANG Hongjin. Soil mechanics[M]. Beijing：Tsinghua University Press，1994：36-55.(in Chinese))
[11]	王浩然，黄茂松，刘怡林. 含软弱夹层边坡的三维稳定性极限分析[J]. 岩土力学，2013，34(增2)：156-160.(WANG Haoran，HUANG Maosong，LIU Yilin. Three-dimensional stability limit analysis of slopes with weak interlayers[J]. Rock and Soil Mechanics，2013，34(Supp.2)：156-160.(in Chinese))
[21]	BISHOP A W. The use of the slip circle in the stability analysis of slopes[J]. Géotechnique，1955，5(1)：7-17.
[28]	DUNCAN J M. State of the art：limit equilibrium and finite element analysis of slopes[J]. Journal of Geotechnical Engineering，1996，122(7)：577-596.
[30]	陈祖煜. 土质边坡稳定分析-原理•方法•程序[M]. 北京：中国水利水电出版社，2003：23-72.(CHEN Zuyu. Soil slope stability analysis- principle method program[M]. Beijing：China Water Power Press，2003：23-72.(in Chinese))
[9]	黄茂松，王浩然，刘怡林. 基于转动-平动组合破坏机制的含软弱夹层土坡降雨入渗稳定上限分析[J]. 岩土工程学报，2012，34(9)：1 561-1 567.(HUANG Maosong，WANG Haoran，LIU Yilin. Analysis of stability upper limit of rainfall infiltration of soil slope with weak interlayer based on rotation-translation combined failure mechanism[J]. Chinese Journal of Geotechnical Engineering，2012，34(9)：1 561-1 567.(in Chinese))
[19]	RAO P，ZHAO L，CHEN Q，et al. Three-dimensional slope stability analysis incorporating coupled effects of pile reinforcement and reservoir drawdown[J]. International Journal of Geomechanics，2019，19(4)：06019002.
[29]	李星，王红雨，孙晓荣，等. 淤泥土与新填土接触面抗剪强度试验研究[J]. 地下空间与工程学报，2020，16(6)：1 665-1 671.(LI Xing，WANG Hongyu，SUN Xiaorong，et al. Experimental study on the shear strength of the interface between silt soil and new fill[J]. Chinese Journal of Underground Space and Engineering，2020，16(6)：1 665-1 671.(in Chinese))
[6]	CHEN W F. Limit analysis and soil plasticity[M]. Amsterdam：Elsevier，1975：244-274.
[16]	年廷凯，栾茂田，郑德凤，等. 考虑边坡内孔隙水压力效应的抗滑桩简化分析方法[J]. 岩土力学，2008，29(4)：1 067-1 071.(NIAN Tingkai，LUAN Maotian，ZHENG Defeng，et al. Simplified analysis method of anti-slide piles considering the effect of pore water pressure in the slope[J]. Rock and Soil Mechanics，2008，29(4)：1 067- 1 071.(in Chinese))
[26]	BISHOP A W. The use of pore-pressure coefficients in practice[J]. Géotechnique，1954，4(4)：148-152.
[4]	HUANG W G，ENG-CHOON L，HARIANTO R. Upper-bound limit analysis of unsaturated soil slopes under rainfall[J]. Journal of Geotechnical and Geoenvironmental Engineering，2018，144(9)：04018066.
[14]	VIRATJANDR C，MICHALOWSKI R L. Limit analysis of submerged slopes subjected to water drawdown[J]. Canadian Geotechnical Journal，2006，43(8)：802-814.
[24]	杨洪杰，葛修润，王建华，等. 序列二次规划(SQP)算法在三维下限分析中的应用[J]. 上海交通大学学报，2004，(6)：992-995.(YANG Hongjie，GE Xiurun，WANG Jianhua，et al. Application of sequential quadratic programming(SQP) algorithm in three-dimensional lower bound analysis[J]. Journal of Shanghai Jiaotong University，2004，(6)：992-995.(in Chinese))
[12]	汤祖平，李亮，赵炼恒，等. 含软弱夹层边坡稳定性的极限分析上限解析[J]. 铁道科学与工程学报，2014，11(2)：60-64.(TANG Zuping，LI Liang，ZHAO Lianheng，et al. Upper limit analysis of limit analysis of slope stability with weak interlayer[J]. Journal of Railway Science and Engineering，2014，11(2)：60-64.(in Chinese))
[22]	殷建华，陈健，李焯芬. 岩土边坡稳定性的刚体有限元上限分析法[J]. 岩石力学与工程学报，2004，26(6)：898-905.(YIN Jianhua，CHEN Jian，LEE C F. Rigid finite element upper limit analysis method for rock and soil slope stability[J]. Chinese Journal of Rock Mechanics and Engineering，2004，23(6)：898-905.(in Chinese))