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However, most retrofitted specimens except for J-A and J-SJ2 showed maximum lateral loads greater than the values predicted by beam flexural strength.
Lateral load drift ratio envelopes of test specimens were obtained by combining the maximum lateral loads corresponding to each drift ratio.
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Therefore, the numerical result of SRCFT column subjected to lateral cyclic loading was in good agreement with experimental data to estimate the maximum lateral load capacity of columns.
V r (T r ) and V o (T o ) in Eq. (1) represent the maximum lateral load (torque moment) measured in the repaired and original columns, respectively.
Of particular interest are the specimens' maximum lateral load capacity and deformation behavior as well as a rational estimation of the seismic response modification factor.
Of particular interests were the specimens' maximum lateral load capacity and deformation behavior in addition to a rational estimation of the seismic response modification factor.
In Fig. 15, in the negative direction of loading, the maximum lateral load was greater than that in the positive direction of loading because the top longitudinal reinforcement ratio of beams was greater than the bottom longitudinal reinforcement ratio.
In the case of the control specimen J-0, the maximum lateral load was less than the values of P nn predicted based on beam flexural strength (Fig. 15a).
As illustrated in Fig. 6, a comparison between hysteresis loops of test result and FE modeling lateral load displacement curve indicated that the maximum lateral load and displacement, and degradation of shear strength towards the enclosed area of loops of FEM technique were fairly close to experimental data and they were in reasonable agreement.
Blockage correction following the approach of the Engineering Sciences Date Unit underestimates the maximum lateral wind load up to 17.5%.
Hence, finding the best connection point with maximum lateral buckling load can be problematic by the conventional methods.
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