Friedhelm Stangenberg

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Nearly no load bearing behaviour of reinforced concrete members allows such varied interpretations and complex discussions as the shear behaviour. Especially the three-dimensional problem of the punching shear failure of reinforced concrete members is internationally discussed. Nevertheless up to now, there is no unified design approach or even an overall(More)
Nomenclature M = mass matrix K = stiffness matrixî φ = mass-normalized mode shape i i ω = eigenfrequency of mode i ~ x N = normally distributed random number μ = mean value σ = standard deviation DOF = degree of freedom MAC = modal assurance criterion COMAC = coordinate modal assurance criterion () (). A B ⋅ = entrywise multiplication of matrix A and B −1 ,(More)
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