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The proposed model formulates a set of displacement and force compatibility conditions between the various subdomains.
Each element is identified using TM successively with either complete or incomplete set of displacement measurements.
For this purpose, a 3D vector field, a set of displacement vectors, is constructed based on the given constraints.
By virtue of a complete set of displacement potential functions and Hankel transform, the analytical expressions of Green's function of an exponentially graded elastic transversely isotropic half-space is presented.
In the analytical treatment of a composite beam, for the same initial displacement field and the same set of displacement and stress compatibility conditions, there are only four independent quantities subject to variation in the C1-type model whereas there are six independent variables subject to variation in the C0-type model.
Three-dimensional vibrations of thick circular and annular plates are analyzed by a finite element method which, with a properly assumed set of displacement field, is different from the traditional 3-D finite element analysis and is reduced to a sequence of 2-D analyses one for each circumferential wave number.
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The main proposal of the method is that boundary modifications are given by a set of displacements that, its magnitude and direction, take into account the geometrical information of the neighborhood, unlike other methods that simply generate displacement perpendicular to the boundary.
By considering the predicted atomic displacements for all modes, we can see that this classification is justified, though there are too many modes to show an exhaustive set of displacements here.
The RDN study is processed in an infinite lattice which would not lead to boundary control; however, a finite set of displacements has been generated in a SE fashion in simulations.
An unknown set of displacements at those 91 points is then used as the input to the trained SVM, and the damage intensity (or location) 'predicted' by the SVM is compared with the known damage intensity (or location) which would have caused those displacements.
(16)- (18) in Eq. (15) and simplifying, we obtain ε i o = ∑ j = i i + m − 1 (6 (2 (j − i ) − m + 1 ) δ z (m 3 − m ) ) d j. (19)To allow expressions for the mean and variance of ε i o to be derived, we assume that the set of displacements has the same variance, i.e., homoscedasticity, and use the scaling and summing properties of independent Gaussian random variables.
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Justyna Jupowicz-Kozak
CEO of Professional Science Editing for Scientists @ prosciediting.com