基于应力影响系数法的高边坡临界滑动面研究.pdf

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1、JournalofEngineeringGeology工程地质学报1004—9665／2010／18(1)．0109—07基于应力影响系数法的高边坡临界滑动面研究荆志东①②王春雷②谢强①(①西南交通大学土木工程学院成都610031)(②铁道第三勘察设计院集团有限公司天津300142)摘要临界滑动面一方面是与岩体结构面和坡面的组合关系有关，另一方面与荷载大小及位置有关。三维条件下，均质岩高边坡的破坏机理比较复杂，临界滑动面的判定较为繁琐。本文基于应力影响系数法对荷载作用下对均质岩高边坡三维临界滑动面形态及位置进行初步判别，研究各因素变化对

2、临界滑动面分布形态的影响，结果表明：荷载作用下均质岩高边坡空间临界滑动面主要发生在基础前侧区域，约为一不规则楔体，楔体尺寸与桥基尺寸、坡度及桥基距离有关，其中桥基距离影响最大，荷载强度对滑动面形态无影响。桥基荷载作用下均质岩高边坡临界滑动线范围随桥基尺寸、桥基距离增加而增大，随坡度增加，临界滑动线长度减小，深度增大。本文提出桥基荷载作用下均质岩高边坡临界滑动面范围确定公式，即：均质岩高边坡破坏长度P=0．8444L一0．5098a+0．5759S+69．3716，破坏深度Ph=0．1148L+0．171B+1．1725a+0．0733S

3、一5．719。关键词高边坡临界滑动面应力影响系数三维中图分类号：TU43文献标识码：ADETERMINATIoNoFCRITICALSLIPSURFACEoFHIGH．STEEPSLoPEBASEDoNTHEoRYoFTHESTRESSEFFECTCoEFFICIENTJINGZhidong④②WANGChunlei②XIEQiang①((~)SchoolofCivilEng．，SouthwestJiaotongUniversity，Chengdu610031)(②TheThirdRailwaySurveyandDesignInstit

4、uteGroupCorporation，Tianjin300142)AbstractThecriticalslipsurfaceiscontrolledbytwoaspects，oneisthecombinationrelationwithrockmassdis．continuityandslope，anotheraspectisthesizeandthelieoftheload．Thefailuremechanismofhigh—steepslopein—tactrockisverycomplex．thesearchforcritic

5、alslipsurfaceistedious．Theshapeandpositionof3一Dcriticalslipsurfaceofhigh—steepslopeintactrockunderloadareanalyzedbasedonthestresseffectcoefficient．Theeffectsofinfluencefactorsontheshapeandpositionof3-Dcriticalslipsurfaceareanalyzed．Resultsshowthattheshapeofcriticalslipsu

6、rfaceofhigh—steepslopeintactrockunderloadshouldbeanirregularwedgebodyandmainlyinfrontregionofthefoundation，andthesideofwedgeisrelatedtothesizeofbridgefoundation，slopeandthedistanceofbridgefoundation．Theloadstrengthhasnoefectontheshapeofcriticalslipsurface，andthedistanceo

7、fbridgefoundationhasanimportantefectonit．Therangeofcriticalsliplineofhigh·steepslopeintactrockunderloadin—creaseswiththesizeordistanceofbridgefoundation，andwiththeslopeincreased，thelengthofcriticalsliplinede—creases．thedepthincreases．Therangeof3一Dcriticalslipsurfaceonhig

8、h-steepslopeintactrockisdeterminedasfollow：尸=0．8444L一0．5098a+0．5759S+69．3716，Ph=0．1148L+0．171B+1．1725a+