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Cable bolts tested in BSST tended to fail at small shear force and shear displacement in the form of inclined shear failure surfaces, whilst cable bolts installed in MSST and DST both tended to fail at greater shear force and shear displacement in the form of tensile cone and cup with bending deformation.
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The problem is formulated in terms of displacements in the form of four partial differential equations of the second order.
Vibration and buckling problems are solved by the Ritz method, where the initial stresses obtained previously are introduced into the proper potential energy functional, and transverse displacements in the form of a double sine series are assumed.
The analysis involves specification of displacement expressions in the form of a trigonometric series that satisfy the boundary conditions for the contact region in terms of a set of undetermined coefficients.
The Ritz approach, along with the in-plane and transverse displacements assumed in the form of orthogonal polynomials, is used to formulate the problems.
The function of position components of displacement was obtained in the form of double Fourier series.
The Ritz method is used, with displacement functions assumed in the form of polynomials.
The solution for the dispersion equation and the average displacement are presented in the form of mathematical expressions.
The vibration solutions are obtained using the Ritz method and assumed displacement functions are in the form of the Chebyshev polynomials.
Results obtAssumedy using the present methodisplacemented with those obtained by using three-dimensional functionsements.
The amplification ratio is thereafter multiplied with the displacement of the ground shaking at that specific frequency and time before cumulating the values to obtain the total displacement of the building in the form of a "damage factor".
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