umat二次開發(fā)超彈性本構(gòu)

1、APPENDIXNeo-Hookea n Hyperelatic Material User Subrouti neThis program is based on the derivation of hyperelastic material constitutive model inSecti on . A stress and strain relati on ship was derived from the n eo-Hookea n hyperelastic material con stitutive model that is n ormally represe nted as

2、 the strain en ergy with strain in varia nts.subrouti ne vumat(C Read only (unm odifiable)variables -1 nblock, ndir , nshr, nstatev, nfieldv, nprops, lanneal,2 stepTime, totalTime, dt, cmn ame, coordMp, charLe ngth,3 props, den sity, stra inInc, relSp inInc,4 tempOld, stretchOld, defgradOld, fieldOl

3、d,5 stressOld, stateOld, en erI nternO Id, en erI nelasOld,6 tempNew, stretchNew, defgradNew, fieldNew,C Write only (modifiable) variables -7 stressNew, stateNew, enerln ternNew, enerln elasNew )Cin clude Cdime nsion props( nprops), den sity (n block), coordMp( nblock,*),1 charLe ngth( nblock), stra

4、i nln c( nblock ,n dir+nshr),2 relSp inlnc(n block ,n shr), tempOld( nblock),3 stretchOld( nblock ,n dir+nshr),4 defgradOld( nblock ,n dir+nshr+nshr),5 fieldOld(nblock,nfieldv), stressOld(nblock,ndir+nshr),6 stateOld( nblock ,n statev), enerln ter nO ld( nblock),7 en erI nelasOld( nblock), tempNew (

5、n block),8 stretchNew (n block ,n dir+nshr),8 defgradNew (n block ,n dir+nshr+nshr),9 fieldNew( nblock, nfieldv),1 stressNew( nblock, ndi r+n shr), stateNew( nblock, nstatev),2 en erI nternNew( nblock), enerln elasNew (n block)Ccharacter*80 cmn ameCif (cmname(1:6) .eq. VUMATO) thencall VUMAT0(nblock

6、, ndir , nshr, nstatev, nfieldv, nprops, lanneal,2 stepTime, totalTime, dt, cmn ame, coordMp, charLe ngth,3 props, den sity, stra inInc, relSp inInc,4 tempOld, stretchOld, defgradOld, fieldOld,5 stressOld, stateOld, en erI nternO Id, en erI nelasOld,6 tempNew, stretchNew, defgradNew, fieldNew,7 stre

7、ssNew, stateNew, enerln ternNew, enerln elasNew)117else if (cmn ame(1:6) .eq. VUMAT1) the ncall VUMAT1(nblock, ndir , nshr, nstatev, nfieldv, nprops, lanneal,2 stepTime, totalTime, dt, cmn ame, coordMp, charLe ngth,3 props, den sity, stra inInc, relSp inInc,4 tempOld, stretchOld, defgradOld, fieldOl

8、d,5 stressOld, stateOld, en erl nternO Id, en erl nelasOld,6 tempNew, stretchNew, defgradNew, fieldNew,7 stressNew, stateNew, enerln ternNew, enerln elasNew)end ifendCsubrout ine vumatO (C Read only -* nblock, ndir , nshr, nstatev, nfieldv, nprops, lanneal,* stepTime, totalTime, dt, cmn ame, coordMp

9、, charLe ngth,* props, den sity, stra inInc, relSp inInc,* tempOld, stretchOld, defgradOld, fieldOld,* stressOld, stateOld, en erI nternO Id, en erI nelasOld,* tempNew, stretchNew, defgradNew, fieldNew,C Write only -* stressNew, stateNew, en erI nternNew, enerln elasNew )Cin clude Cdime nsion coordM

10、p( nblock,*), charLe ngth( nblock), props( nprops),1 den sity (n block), strai nln c( nblock ,n di r+n shr),2 relSp inlnc(n block ,n shr), tempOld( nblock),3 stretchOld( nblock ,n dir+nshr),4 defgradOld( nblock ,n dir+nshr+nshr),5 fieldOld( nblock ,n fieldv), stressOld( nblock ,n dir+nshr),6 stateOl

11、d( nblock ,n statev), enerln ter nO ld( nblock),7 en erI nelasOld( nblock), tempNew (n block),8 stretchNew (n block ,n dir+nshr),9 defgradNew (n block ,n dir+nshr+nshr),1 fieldNew( nblock, nfieldv),2 stressNew( nblock, ndi r+n shr), stateNew( nblock, nstatev),3 en erI nternNew(n block), enerln elasN

12、ew (n block)Cdime nsion devia (n block ,n dir+nshr),1 BBar( nblock,4), stretchNewBar( nblock,4), i ntv(2)Ccharacter*80 cmn ameparameter (zero = , one = , two = , three =,* four = , half =real C10,D1,ak,twomu,amu,alamda,hydro,v on Mises, maxShear1 midStrain, maxPrincipalStrain118Cin tv(1) = n dirin t

13、v(2) = n shrCif (ndir .ne. 3 .or . nshr .ne. 1) thencall xplb_abqerr(1,Subroutine VUMAT is implemented Q zero) then do k=1, nblocktrace1 = strai nln c(k,1) + strai nln c(k,2) + strai nln c(k,3)stressNew(k,1) = stressOld(k,1)* + twomu * strai nln c(k,1) + alamda * tracelstressNew(k,2) = stressOld(k,2

14、)* + twomu * strai nln c(k,2) + alamda * tracelstressNew(k,3) = stressOld(k,3)* + twomu * stra inIn c(k,3) + alamda * tracelstressNew(k,4) = stressOld(k,4)* + twomu * strai nln c(k,4)C write*) totalTime,k,defgradNew(k, 1),stretchNew(k,1),C 1 stressNew(k,2),stressNew(k,3),stressNew(k,4)end doelsedo k

15、=1, nblockCC JACOBlAN OF STRETCH TENSOR (U is symmetric and in local axis)Cdet=stretchNew(k, 3)*1191 (stretchNew(k, 1)*stretchNew(k, 2)-stretchNew(k, 4)*two)scale二det*(-ONE/THREE)stretchNewBar(k, 1)=stretchNew(k, 1)*scalestretchNewBar(k, 2)=stretchNew(k, 2)*scalestretchNewBar(k, 3)=stretchNew(k, 3)*

16、scalestretchNewBar(k, 4)=stretchNew(k, 4)*scaleCC CALCULATE LEFT CAUCH Y-GREEN TENSOR (B issymmetric)CBBar(k,1)=stretchNewBar(k, 1)*two+stretchNewBar(k, 4)*twoBBar(k,2)=stretchNewBar(k, 2)*two+stretchNewBar(k, 4)*twoBBar(k,3)=stretchNewBar(k, 3)*twoBBar(k,4)=stretchNewBar(k, 1)*stretchNewBar(k, 4) +

17、1 stretchNewBar(k, 2)*stretchNewBar(k, 4)CC CALCULATE STRESS ten sorCTRBBar=BBar(k,1)+BBar(k,2)+BBar(k,3)EG=two*C10/detPR=two/D1*(det-o ne)stressNew(k,1)=EG*(BBar(k,1)-TRBBar/Three) + PRstressNew(k,2)=EG*(BBar(k,2)-TRBBar/Three) + PRstressNew(k,3)=EG*(BBar(k,3)-TRBBar/Three) + PRstressNew(k,4)=EG* B

18、Bar(k,4)C Update the specific in ter nal en ergyCstressPower = half * (1 ( stressOld(k,1)+stressNew(k,1) ) * strainInc(k,1) +2 ( stressOld(k,2)+stressNew(k,2) ) * strai nIn c(k,2) +3 ( stressOld(k,3)+stressNew(k,3) ) * strai nIn c(k,3) ) +4 ( stressOld(k,4)+stressNew(k,4) ) * strai nIn c(k,4)en erI

19、nternNew(k) = enerln ter nOld(k)1 + stressPower / den sity(k)CC Stra ins un der corotati onal coord in atesCstateNew(k,1) = stateOld(k,1) + strai nIn c(k,1) stateNew(k,2) = stateOld(k,2) + strai nIn c(k,2) stateNew(k,3) = stateOld(k,3) + strai nIn c(k,3) stateNew(k,4) = stateOld(k,4) + strai nIn c(k

20、,4) CC Calculate vonM isesChydro = (stressNew(k,1)+stressNew(k,2)+1201 stressNew(k,3)/3.do k1=1, ndirdevia(k,k1) = stressNew(k,k1) - hydroend do do k1= ndir+1, ndir+nshrdevia(k,k1) = stressNew(k,k1)end dovonM ises = 0.do k1=1, ndirvon Mises = von Mises + devia(k,k1)*2end dodo k1= ndir+1, ndir+nshrvo

21、n Mises = von Mises + 2*devia(k,k1)*2end dovon Mises = sqrt(3./2*vo nMises)C use 3/2 will get 2 (i nt) !CC write*) totalTime,defgradNew(k, 4),stretchNew(k,4)C 1 ,defgradNew(k,3),defgradNew(k,4),defgradNew(k,5)C ,det,TRBBarC 1 ,stressNew(k,1),stressNew(k,2),stressNew(k,3),stressNew(k,4)CC Failure Cri

22、teriaCmidStrain = stateNew(k,1) + stateNew(k,2)maxShear = sqrt(stateNew(k,1) - midStrai n)*2. +1 stateNew(k,4)*2.)if (midStrain .GE. 0.) thenmaxPri ncipalStra in 二 midStra in + maxShearelsemaxPri ncipalStrain = maxShear - midStrainend ifif (vo nMises .GE. thenstateNew(k,5) = 0end ifend doend ifretur

23、nendCsubrout ine vumat1 (C Read only -* nblock, ndir , nshr, nstatev, nfieldv, nprops, lanneal,* stepTime, totalTime, dt, cmn ame, coordMp, charLe ngth,* props, den sity, stra inInc, relSp inInc,* tempOld, stretchOld, defgradOld, fieldOld,121* stressOld, stateOld, en erI nternO Id, en erI nelasOld,*

24、 tempNew, stretchNew, defgradNew, fieldNew,C Write only -* stressNew, stateNew, en erI nternNew, enerln elasNew )in elude dime nsion coordMp( nblock,*), charLe ngth( nblock), props( nprops),1 den sity (n block), strai nln c( nblock ,n di r+n shr),2 relSp inlnc(n block ,n shr), tempOld( nblock),3 str

25、etchOld( nblock ,n dir+nshr),4 defgradOld( nblock ,n dir+nshr+nshr),5 fieldOld( nblock ,n fieldv), stressOld( nblock ,n dir+nshr),6 stateOld( nblock ,n statev), enerln ter nO ld( nblock),7 en erI nelasOld( nblock), tempNew (n block),8 stretchNew (n block ,n dir+nshr),9 defgradNew (n block ,n dir+nsh

26、r+nshr),1 fieldNew( nblock, nfieldv),2 stressNew( nblock, ndi r+n shr), stateNew( nblock, nstatev),3 en erI nternNew(n block), enerln elasNew (n block)Cdime nsion devia (n block ,n dir+nshr),1 BBar( nblock,4), stretchNewBar( nblock,4), i ntv(2)Ccharacter*80 cmn ameparameter (zero = , one = , two = ,

27、 three =,* four = , half =real C10,D1,ak,twomu,amu,alamda,hydro,v on Misesin tv(1) = n dirin tv(2) = n shrCif (ndir .ne. 3 .or . nshr .ne. 1) thencall xplb_abqerr(1,Subroutine VUMAT is implemented Q zero) thendo k=1, nblocktrace1 = strai nln c(k,1) + strai nln c(k,2) + strai nln c(k,3)stressNew(k,1)

28、 = stressOld(k,1)* + twomu * strai nln c(k,1) + alamda * tracelstressNew(k,2) = stressOld(k,2)* + twomu * strai nln c(k,2) + alamda * tracelstressNew(k,3) = stressOld(k,3)* + twomu * stra inIn c(k,3) + alamda * tracelstressNew(k,4) = stressOld(k,4)* + twomu * strai nln c(k,4)C write*) totalTime,k,de

29、fgradNew(k, 1),stretchNew(k,1),C 1 stressNew(k,2),stressNew(k,3),stressNew(k,4)end doelsedo k=1, nblockCC JACOBlAN OF STRETCH TENSOR (U is symmetric and in local axis)Cdet二stretchNew(k, 3)*1 (stretchNew(k, 1)*stretchNew(k, 2)-stretchNew(k, 4)*two)scale二det*(-ONE/THREE)stretchNewBar(k, 1)=stretchNew(

30、k, 1)*scalestretchNewBar(k, 2)=stretchNew(k, 2)*scalestretchNewBar(k, 3)=stretchNew(k, 3)*scalestretchNewBar(k, 4)=stretchNew(k, 4)*scaleCC CALCULATE LEFT CAUCH Y-GREEN TENSOR (B issymmetric)CBBar(k,1)=stretchNewBar(k, 1)*two+stretchNewBar(k, 4)*twoBBar(k,2)=stretchNewBar(k, 2)*two+stretchNewBar(k,

31、4)*twoBBar(k,3)=stretchNewBar(k, 3)*twoBBar(k,4)=stretchNewBar(k, 1)*stretchNewBar(k, 4) +1 stretchNewBar(k, 2)*stretchNewBar(k, 4)CC CALCULATE STRESS ten sorCTRBBar二BBar(k,1)+BBar(k,2)+BBar(k,3)123EG=two*C10/detPR=two/D1*(det-o ne)stressNew(k,1)=EG*(BBar(k,1)-TRBBar/Three) + PR stressNew(k,2)=EG*(BBar(k,2)-TRBBar/Three) + PR stressNew(k,3)=EG*(BBar(k,3)-TRBBar/Three) + PR stressNew(k,4)=EG* BBar(k,4)CC Update the specific in ter nal en ergyCstressPower = half * (1 ( stressOld(k,1)+stressNew(k,1) ) * strai nIn c