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For this purpose, the manufactured frames were subjected to static gravity loads and cyclic lateral loads.
All frames were subjected to cepstral mean normalization (CMN) to obey a (0,1) distribution.
The columns in these frames were subjected to single or double curvature bending.
The frames were subjected to cyclic loading and strength, crack expansion, stiffness, ductility, energy dissipation, and strength reduction factor of all the frames were evaluated.
For that purpose, three frame models representing existing steel moment-resisting frames were subjected to a set of as-recorded mainshock aftershock seismic sequences.
Consequently, all test frames were subjected to three levels of seismic excitation: (i) low-level excitation to examine elastic frame response, (ii) medium-level excitation to examine brace buckling and yielding effects, and (iii) high-level excitation to induce brace fracture.
Similar(51)
The frames are subjected to symmetric proportional vertical loads.
These frames are subjected to extensive nonlinear dynamic time-history analyses.
These frames are subjected to concentrated and distributed loads which, in many cases, may cause buckling of an element or group of elements of the frame.
The earthquake simulations are conducted using nonlinear time history analysis where the frames are subjected to a suite of near-field and far-field ground motions.
The seismic design of steel-moment resisting frames is subjected to uncertainties originating from various sources including imprecisely known seismic load, inaccurate modeling assumptions, as well as uncertain material properties and connection behavior.
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