纵横荷载下单桩地基反力法的半解析解_张磊

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1、第43卷第6期哈尔滨工业大学学报Vol.43No.62011年6月JOURNALOFHARBININSTITUTEOFTECHNOLOGYJun．2011纵横荷载下单桩地基反力法的半解析解1，211张磊，龚晓南，俞建霖(1．浙江大学软弱土与环境土工教育部重点实验室，310058杭州，zh888lei@tom．com;2．西安建筑科技大学土木工程学院，710055西安)摘要:为深入研究纵横荷载作用下的单桩响应，引入地基反力系数的一般形式，通过把地面以下桩身分成很多等长的小段并假定每段上桩身轴力和地基反力系数

2、为常数，求得桩身响应的半解析解．结合已有的地面以上桩身响应的幂级数解，采用Fortran语言编制了计算程序．计算结果表明:桩的最大位移和最大弯矩随水平荷载的增加而大幅度增大;纵向荷载可以引起桩基失稳;地表处土反力和地基反力系数沿深度的分布形式对桩的响应影响很大．特例情况下的解与已有解的计算结果吻合得很好，所得解及程序是可靠的．关键词:桩基础;纵横荷载;侧向变形;弯矩;半解析解中图分类号:TU473文献标志码:A文章编号:0367－6234(2011)06－0096－05Semi-analyticalsol

3、utionsforsinglepilessubjectedtocombinedverticalandlateralloadsbysubgradereactionmethod1，211ZHANGLei，GONGXiao-nan，YUJian-lin(1．KeyLaboratoryofSoftSoilsandGeoenvironmentalEngineering，MinistryofEducation，ZhejiangUniversity，310058Hangzhou，China，zh888lei@tom．c

4、om;2．CollegeofCivilEngineering，Xi’anUniversityofArchitecrureandTechnology，710075Xi’an，China)Abstract:Tointensivelystudytheresponsesofsinglepilesundercombinedverticalandlateralloads，thecommonformofthecoefficientofsubgradereactionwasintroduced．Thesemi-analy

5、ticalsolutionswereob-tainedbydividingthepileshaftundergroundintomanysmallsegmentsandsupposingtheaxialforceofthepileandthecoefficientofsubgradereactioncorrespondingtoeachsegmenttobeconstants．Togetherwiththepre－existingpowerseriessolutionsforthepileshaftabo

6、veground，therelevantcomputerprogramwasdevel-opedbyFortranprogramming．Thecalculationresultsindicatethatthemaximumlateraldisplacementandben-dingmomentincreasesignificantlywiththeincreaseoflateralloads．Theverticalloadcancausetheinstabilityofthepile．Thesoilre

7、sistanceatthegroundsurfaceandthedistributionofthecoefficientofsubgradereactionalongdepthplayimportantrolesinpileresponses．Thecomputedresultsobtainedusingsolutionscorrespond-ingtoaspecialcaseagreewellwiththoseobtainedusingpre-existingsolutions，meaningthatt

8、hepresentedso-lutionsaredependable．Keywords:pilefoundation;combinedverticalandlateralloads;lateraldeflection;bendingmoment;semi-analyticalsolution纵横荷载作用下，不仅其水平荷载将使桩身侧向变形而产生附加弯矩(即P－Δ效应)，而这产生较大的变形和内力，纵向荷载也将因桩身的一附加弯矩又将