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The regular steel rebars in concrete for both alternatives were modeled as 3D wire elements with truss sections (capable of developing only axial stresses) with a cross-sectional area equal to the rebar area.
By using the reduced rebar area, the PC panel at the wall bottom was weakened to develop a plastic hinge zone in the PC panel rather than at the panel joints.
In this case, the debonding force is not proportional to the rebar area and not mainly depend on the ratio of bond surface to bar area but mostly on the size effect.
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Monte-Carlo simulation is used to develop time dependent statistical models for rebar steel area and live load extreme effect.
In the current article also, for design parameters, percentages of tensile steel rebars, surface area of CFPR sheets, and the effective pre-stressing stress in RC beams retrofitted with pre-stressed CFPR sheets have investigated.
The former causes a more uniform attack with a relatively limited reduction of the rebar cross-sectional area, while chloride may cause severe pitting in the rebar with highly localized reductions in the cross-sectional area; therefore, corrosion due to chloride ions is discussed in this section.
bCorrosion activity of the rebar in that area is uncertain.
The symbols I 1 and A s1 denote the moment of inertia and rebar cross-sectional area of the element C1, and I 2 and A s2 denote the moment of inertia and rebar cross-sectional area of the element C2, respectively.
Furthermore, the rotation capacity of the beams was found to decrease several times faster than the load capacity with increasing loss of rebar cross-sectional area.
The symbols I and A s denote the moment of inertia and rebar cross-sectional area of the element W. The symbols d and ( theta ) denote the displacement and the rotation at a joint, respectively.
Then, rebars with reduced area were embedded inside SHCC blocks and tested under direct tension.
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