基于ANSYS的悬索桥分析方法研究

2012－03－122009BAG15B012008－353－332－1901969—[e-mail]121．2000922．200092。ANSYS、、、ANSYS。ANSYSTU311A1009－1742201205－0101－051。SBP、CAPconstructionanalysisprogramforsuspensionbridge12SGK2000、BCAS20003。、Midas/Civil、ANSYS、SAP2000。、、。ANSYSAPDLANSYS。22．1。1ABC、DE、F。AB、AC、ADmpc184。CE、DFlink10。BHG。1Fig．1Saddleelementform1012012145ABABCE、DFC、DC、DCE、DFC、D。。D。ADOOxOyRABlαDβDxdydxd=Ox+Rsinα+βyd=Oy+Rcosα+βBHG。2．2。23BGImpc184BHGImpc184HBH、GH、B’I、B’Gmpc184B’J。GHGH。GH2m10．5℃1m。GH。2Fig．2Incrementallaunchingelementformschematicdiagram2．312．12．2。ANSYSAP-3Fig．3IncrementallaunchingelementDLANSYSparametricdesignlanguage。。2．3．1411Newton-Raphson。Newton-Raphson。4。xk+1=xk－1fxk－xkfxk－1fxk－fxk－14－Fig．4Newton-Raphsonmethod22。FDRn→RnnFx=0x=GxGDRn→RnD0DGD0GD0D0GD0L＜1xy∈D0‖Gx－Gy‖≤‖x－y‖201a．GD0x*b．x0∈D0xk+1=Gxkxk{}D0x*。2．3．22．3．2．11f1nym=nym+uymnym－f0。nymuymf0。f2istn=Histn－H0。。HH0istn。2．3．2．22。。。nxx1x2…xm…xn。nx0。nx=nx0－uxux。nx2nx。2．3．3。1．0E－8。5Y0、Y1f2．3．2f1。2．3．213。5Fig．5Mainspaniterativeprocess2．4。1AC、AD112．14、2．15。CE、DFACE、ADF。。6Fig．6Cable－towerstructureschematicdiagram31ANSYS1Z5。。3CAPANSYS。3012012145111．7875m2211．0m3320。1、2、3、。。ANSYSCAP。1Table1Comparisonofthelocationofcontrolpoints/radx/my/mx/my/my/mCAP0．0113746．9871218．17510．1693－0．012483．23171ANSYS0．0113746．9886218．17510．1709－0．012483．2314CAP－ANSYS7E－08－1．58E－032．39E－05－1．55E－036．68E－063．32E－04CAP0．0111746．8670218．16930．8245－0．014782．73922ANSYS0．0111746．8686218．16920．8261－0．014782．7390CAP－ANSYS2E－07－1．64E－032．08E－05－1．61E－039．90E－061．61E－04CAP9．10E－06745．0122218．1531－0．0130－0．038069．21413ANSYS9．12E－06745．0122218．1531－0．0133－0．038069．2141CAP－ANSYS－2．41E－08－2．62E－06－1．65E－052．67E－04－1．10E－05－2．95E－052Table2Comparisonofthetowerandmaincable’sinternalforce/kNN/kNQ/kNM/kN·mCAP68853．2183910．0184119．58－73051．00－209．10133320．001ANSYS68862．1683920．3384119．92－73052．55－199．57135503．38CAP－ANSYS－8．95－10．32－0．34－3．63－0．08－2183．38CAP72392．8888209．7283785．29－74664．004428．101086300．002ANSYS72402．2588220．5883785．75－74666．884434．851088544．48CAP－ANSYS－9．37－10．860．462．88－6．74－2244．48CAP226767．95274936．03274991．45－225020．00－55．60－16416．003ANSYS226768．20274936．21274991．61－225016．37－55．52－16408．90CAP－ANSYS－0．25－0．18－0．15－3．690．08－7．103Table3Comparisonofunstressedlength/mCAPANSYS/26．40826．408501．020501．0161524．7381524．73641。2。3401。1．D．2004．2．D．1996．3．D．2003．4．M．2004．ResearchonanalysismethodofsuspensionbridgebasedonANSYSXieXuefeng1LuoXiheng21．BridgeEngineeringDepartmentTongjiUniversityShanghai200092China2．ArchitecturalDesign＆ResearchInstituteofTongjiUniversityGroupCo．Ltd．Shanghai200092ChinaAbstractSpecialprogramsandgeneralprogramsappliedtosuspensionbridgeanalysishavetheirlimita-tions．ThispaperfocusesonANSYS-secondary-developmentandmakesitpossibletoanalyzesuspensionbridgesbothwithaccuracyofspecialprogramsandconvenienceofgeneralprograms．Thispaperisdedicatedtosaddlesim-ulationincrementallaunchingrealizationandhowtoobtainunstressedlengthofmaincableandslingsandhowtokeepitunchanged．IntheendthemethodisverifiedthroughfiniteelementmodelinRunyangYangtzeRiverBridge．KeywordssuspensionbridgeANSYS-secondary-developmentsaddleincrementallaunchingunstressedlengthiteration5012012145