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However, the design specifications underestimated the tensile capacity of specimens which were connected by the short leg and with a balanced weld arrangement.
However, the drift capacity of specimens varied with respect to the existence of lap splices and the spacing of lateral reinforcement at column ends.
The peak load and deformation capacity of specimens J-SJ1, J-SJ2, and J-SJ3, which were retrofitted with steel jackets, were slightly greater than those of J-0.
Increasing the prestressing force while keeping the longitudinal reinforcement ratio approximately constant, increases the shear capacity of specimens with (B101 B104, B102 B105) and without shear reinforcement (B103 B106).
The ultimate load-carrying capacity of specimens with silica fume for both construction code reinforcement detailing and ductile code reinforcement detailing was increased by 16 and 22%%, respectively, compared to the control specimens with similar reinforcement detailing.
Comparative investigation into the behavior of different types of reinforcing steel section on the hysteretic loops, ductility, elastic stiffness, and energy dissipation capacity of specimens was investigated here based on analyses results.
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Ultimate capacity of specimen, kN.
The load carrying capacity of specimen PC-BRS is 26 kN, which is least among all the three precast specimen.
In addition, the shear capacity of specimen with light-weight concrete was approximately similar to specimen with normal-weight one.
In contrast, the lateral load-carrying capacity and deformation capacity of specimen J-A were the same as those of J-0.
Load carrying capacity of specimen PC-CRW, PC-CRS, and PC-BRS are 16.67, 33.33, and 8.33 % more, respectively, as compared to monolithic connection.
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