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C++ StructuralElement::computeBmatrixAt方法代码示例

本文整理汇总了C++中StructuralElement::computeBmatrixAt方法的典型用法代码示例。如果您正苦于以下问题：C++ StructuralElement::computeBmatrixAt方法的具体用法？C++ StructuralElement::computeBmatrixAt怎么用？C++ StructuralElement::computeBmatrixAt使用的例子？那么, 这里精选的方法代码示例或许可以为您提供帮助。您也可以进一步了解该方法所在类StructuralElement的用法示例。


在下文中一共展示了StructuralElement::computeBmatrixAt方法的8个代码示例，这些例子默认根据受欢迎程度排序。您可以为喜欢或者感觉有用的代码点赞，您的评价将有助于系统推荐出更棒的C++代码示例。

示例1: giveRemoteNonlocalStiffnessContribution

void
MisesMatNl :: giveRemoteNonlocalStiffnessContribution(GaussPoint *gp, IntArray &rloc, const UnknownNumberingScheme &s,
                                                      FloatArray &rcontrib, TimeStep *tStep)
{
    double kappa, tempKappa;
    MisesMatNlStatus *status = static_cast< MisesMatNlStatus * >( this->giveStatus(gp) );
    StructuralElement *elem = static_cast< StructuralElement * >( gp->giveElement() );
    FloatMatrix b;
    LinearElasticMaterial *lmat = this->giveLinearElasticMaterial();
    double E = lmat->give('E', gp);

    elem->giveLocationArray(rloc, s);
    elem->computeBmatrixAt(gp, b);
    kappa = status->giveCumulativePlasticStrain();
    tempKappa = status->giveTempCumulativePlasticStrain();

    rcontrib.clear();
    if ( ( tempKappa - kappa ) > 0 ) {
        const FloatArray &stress = status->giveTempEffectiveStress();
        if ( gp->giveMaterialMode() == _1dMat ) {
            double coeff = sgn( stress.at(1) ) * E / ( E + H );
            rcontrib.plusProduct(b, stress, coeff);
            return;
        }
    }
    rcontrib.resize(b.giveNumberOfColumns());
    rcontrib.zero();
}
开发者ID:vivianyw，项目名称:oofem，代码行数:28，代码来源:misesmatnl.C

示例2: giveRemoteNonlocalStiffnessContribution

void
TrabBoneNL3D :: giveRemoteNonlocalStiffnessContribution(GaussPoint *gp, IntArray &rloc, const UnknownNumberingScheme &s,
                                                        FloatArray &rcontrib, TimeStep *tStep)
{
    TrabBoneNL3DStatus *nlStatus = static_cast< TrabBoneNL3DStatus * >( this->giveStatus(gp) );
    StructuralElement *elem = static_cast< StructuralElement * >( gp->giveElement() );

    FloatMatrix b;

    elem->giveLocationArray(rloc, s);
    elem->computeBmatrixAt(gp, b);

    double kappa = nlStatus->giveKappa();
    double tempKappa = nlStatus->giveTempKappa();
    double dKappa = tempKappa - kappa;
    if ( dKappa < 10.e-9 ) {
        dKappa = 0;
    }

    if ( dKappa > 0.0 ) {
        FloatArray remoteNu, prodTensor;
        const FloatArray &plasFlowDirec = nlStatus->givePlasFlowDirec();
        const FloatMatrix &SSaTensor = nlStatus->giveSSaTensor();
        double beta = nlStatus->giveBeta();

        prodTensor.beTProductOf(SSaTensor, plasFlowDirec);
        remoteNu = 1 / beta * prodTensor;
        rcontrib.beTProductOf(b, remoteNu);
    } else {
        rcontrib.resize(b.giveNumberOfColumns());
        rcontrib.zero();
    }
}
开发者ID:nitramkaroh，项目名称:OOFEM，代码行数:33，代码来源:trabbonenl3d.C

示例3: eta

// computes Btransposed*eta for the given Gauss point
// (where eta is the derivative of cum. plastic strain wrt final strain)
void
RankineMatNl :: giveRemoteNonlocalStiffnessContribution(GaussPoint *gp, IntArray &rloc, const UnknownNumberingScheme &s,
                                                        FloatArray &rcontrib, TimeStep *atTime)
{
    RankineMatNlStatus *status = ( RankineMatNlStatus * ) this->giveStatus(gp);
    StructuralElement *elem = ( StructuralElement * )( gp->giveElement() );
    elem->giveLocationArray(rloc, EID_MomentumBalance, s);
    FloatMatrix b;
    elem->computeBmatrixAt(gp, b);
    int ncols = b.giveNumberOfColumns();
    rcontrib.resize(ncols);

    double kappa = status->giveCumulativePlasticStrain();
    double tempKappa = status->giveTempCumulativePlasticStrain();
    if ( tempKappa <= kappa ) {
        rcontrib.zero();
        return;
    }

    int i, j;
    double sum;
    int nsize = 3;
    FloatArray eta(3);
    computeEta(eta, status);
    for ( i = 1; i <= ncols; i++ ) {
        sum = 0.;
        for ( j = 1; j <= nsize; j++ ) {
            sum += eta.at(j) * b.at(j, i);
        }

        rcontrib.at(i) = sum;
    }
}
开发者ID:MartinFagerstrom，项目名称:oofem，代码行数:35，代码来源:rankinematnl.C

示例4: giveLocalNonlocalStiffnessContribution

int
MisesMatNl :: giveLocalNonlocalStiffnessContribution(GaussPoint *gp, IntArray &loc, const UnknownNumberingScheme &s,
        FloatArray &lcontrib, TimeStep *atTime)
{
    int nrows, nsize, i, j;
    double sum, nlKappa, damage, tempDamage, dDamF;
    MisesMatNlStatus *status = ( MisesMatNlStatus * ) this->giveStatus(gp);
    StructuralElement *elem = ( StructuralElement * )( gp->giveElement() );
    FloatMatrix b;
    FloatArray stress;

    this->computeCumPlasticStrain(nlKappa, gp, atTime);
    damage = status->giveDamage();
    tempDamage = status->giveTempDamage();
    if ( ( tempDamage - damage ) > 0 ) {
        elem->giveLocationArray(loc, EID_MomentumBalance, s);
        status->giveTempEffectiveStress(stress);
        elem->computeBmatrixAt(gp, b);
        dDamF = computeDamageParamPrime(nlKappa);
        nrows = b.giveNumberOfColumns();
        nsize = stress.giveSize();
        lcontrib.resize(nrows);

        for ( i = 1; i <= nrows; i++ ) {
            sum = 0.0;
            for ( j = 1; j <= nsize; j++ ) {
                sum += b.at(j, i) * stress.at(j);
            }

            lcontrib.at(i) = sum * mm * dDamF;
        }
    }

    return 1;
}
开发者ID:JimBrouzoulis，项目名称:oofem-1，代码行数:35，代码来源:misesmatnl.C

示例5: giveLocalNonlocalStiffnessContribution

int
TrabBoneNL3D :: giveLocalNonlocalStiffnessContribution(GaussPoint *gp, IntArray &loc, const UnknownNumberingScheme &s,
                                                       FloatArray &lcontrib, TimeStep *tStep)
{
    TrabBoneNL3DStatus *nlStatus = static_cast< TrabBoneNL3DStatus * >( this->giveStatus(gp) );
    StructuralElement *elem = static_cast< StructuralElement * >( gp->giveElement() );

    int nrows, nsize;
    double sum, nlKappa, dDamFunc, dam, tempDam;
    FloatArray localNu;
    FloatMatrix b;

    this->computeCumPlastStrain(nlKappa, gp, tStep);
    dam = nlStatus->giveDam();
    tempDam = nlStatus->giveTempDam();

    if ( ( tempDam - dam ) > 0.0 ) {
        elem->giveLocationArray(loc, s);
        localNu = nlStatus->giveTempEffectiveStress();

        elem->giveLocationArray(loc, EModelDefaultEquationNumbering() );
        elem->computeBmatrixAt(gp, b);
        dDamFunc = expDam * critDam * exp(-expDam * nlKappa);

        nrows = b.giveNumberOfColumns();
        nsize = localNu.giveSize();
        lcontrib.resize(nrows);
        for ( int i = 1; i <= nrows; i++ ) {
            sum = 0.0;
            for ( int j = 1; j <= nsize; j++ ) {
                sum += b.at(j, i) * localNu.at(j);
            }

            lcontrib.at(i) = mParam * dDamFunc * sum;
        }

        return 1;
    } else {
        loc.clear();
        return 0;
    }
}
开发者ID:nitramkaroh，项目名称:OOFEM，代码行数:42，代码来源:trabbonenl3d.C

示例6: giveLocalNonlocalStiffnessContribution

// computes m*gprime*Btransposed*sigmaeff for the given Gauss point
// and returns 0 of damage is not growing, 1 if it is growing
// (if damage is not growing, the contribution is not considered at all)
int
RankineMatNl :: giveLocalNonlocalStiffnessContribution(GaussPoint *gp, IntArray &loc, const UnknownNumberingScheme &s,
                                                       FloatArray &lcontrib, TimeStep *atTime)
{
    int nrows, nsize, i, j;
    double sum, nlKappa, damage, tempDamage;
    RankineMatNlStatus *status = ( RankineMatNlStatus * ) this->giveStatus(gp);
    StructuralElement *elem = ( StructuralElement * )( gp->giveElement() );
    FloatMatrix b;
    FloatArray stress;

    damage = status->giveDamage();
    tempDamage = status->giveTempDamage();
    if ( tempDamage <= damage ) {
        return 0; // no contribution if damage is not growing
    }

    elem->giveLocationArray(loc, EID_MomentumBalance, s);
    status->giveTempEffectiveStress(stress);
    elem->computeBmatrixAt(gp, b);
    this->computeCumPlasticStrain(nlKappa, gp, atTime);
    double factor = computeDamageParamPrime(nlKappa);
    factor *= mm; // this factor is m*gprime
    nrows = b.giveNumberOfColumns();
    nsize = stress.giveSize();
    lcontrib.resize(nrows);
    // compute the product Btransposed*stress and multiply by factor
    for ( i = 1; i <= nrows; i++ ) {
        sum = 0.0;
        for ( j = 1; j <= nsize; j++ ) {
            sum += b.at(j, i) * stress.at(j);
        }

        lcontrib.at(i) = sum * factor;
    }

    return 1; // contribution will be considered
}
开发者ID:MartinFagerstrom，项目名称:oofem，代码行数:41，代码来源:rankinematnl.C

示例7: giveRemoteNonlocalStiffnessContribution

void
MisesMatNl :: giveRemoteNonlocalStiffnessContribution(GaussPoint *gp, IntArray &rloc, const UnknownNumberingScheme &s,
        FloatArray &rcontrib, TimeStep *atTime)
{
    int ncols, nsize, i, j;
    double sum, kappa, tempKappa;
    MisesMatNlStatus *status = ( MisesMatNlStatus * ) this->giveStatus(gp);
    StructuralElement *elem = ( StructuralElement * )( gp->giveElement() );
    FloatMatrix b;
    FloatArray stress;
    LinearElasticMaterial *lmat = this->giveLinearElasticMaterial();
    double E = lmat->give('E', gp);

    elem->giveLocationArray(rloc, EID_MomentumBalance, s);
    elem->computeBmatrixAt(gp, b);
    ncols = b.giveNumberOfColumns();
    rcontrib.resize(ncols);
    kappa = status->giveCumulativePlasticStrain();
    tempKappa = status->giveTempCumulativePlasticStrain();

    if ( ( tempKappa - kappa ) > 0 ) {
        status->giveTempEffectiveStress(stress);
        if ( gp->giveMaterialMode() == _1dMat ) {
            nsize = stress.giveSize();
            double coeff = sgn( stress.at(1) ) * E / ( E + H );
            for ( i = 1; i <= ncols; i++ ) {
                sum = 0.;
                for ( j = 1; j <= nsize; j++ ) {
                    sum += stress.at(j) * coeff * b.at(j, i);
                }

                rcontrib.at(i) = sum;
            }
        }
    } else {
        rcontrib.zero();
    }
}
开发者ID:JimBrouzoulis，项目名称:oofem-1，代码行数:38，代码来源:misesmatnl.C

示例8: giveLocalNonlocalStiffnessContribution

int
MisesMatNl :: giveLocalNonlocalStiffnessContribution(GaussPoint *gp, IntArray &loc, const UnknownNumberingScheme &s,
                                                     FloatArray &lcontrib, TimeStep *tStep)
{
    double nlKappa, damage, tempDamage, dDamF;
    MisesMatNlStatus *status = static_cast< MisesMatNlStatus * >( this->giveStatus(gp) );
    StructuralElement *elem = static_cast< StructuralElement * >( gp->giveElement() );
    FloatMatrix b;

    this->computeCumPlasticStrain(nlKappa, gp, tStep);
    damage = status->giveDamage();
    tempDamage = status->giveTempDamage();
    if ( ( tempDamage - damage ) > 0 ) {
        const FloatArray &stress = status->giveTempEffectiveStress();
        elem->giveLocationArray(loc, s);
        elem->computeBmatrixAt(gp, b);
        dDamF = computeDamageParamPrime(nlKappa);
        lcontrib.clear();
        lcontrib.plusProduct(b, stress, mm * dDamF);
    }

    return 1;
}
开发者ID:vivianyw，项目名称:oofem，代码行数:23，代码来源:misesmatnl.C


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