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According to this consideration, the effect of tension stiffening area over the embedded steel behavior model is illustrated in Fig. 3b for the case of specimen H75/2.
The IS:800-2007 AS/NZS/NZS 4600 2005 predictions are good for the specimens with three bolted connections and unconservative in the case of specimen with two bolts.
In the case of specimen J-A (Fig. 3), the holes were pre-drilled according to a designed configuration, and the work was carefully carried out to avoid damage of the internal concrete and steel re-bars.
Meanwhile, in the case of specimen J-A, which was strengthened with the head re-bars, the peak load and deformation capacity of J-A were almost the same as those of J-0.
This possible scenario may also explain the HTC1 decaying not toward the origin during TH demagnetization, for example, as shown in the case of specimen GSDS2 7.1 cm-TH of Fig. 4.
In the case of specimen J-CFRP (Fig. 16b), with the wrapping of the CFRPs, the peak load and deformation capacity of specimen J-CFRP were slightly greater than those of J-0; however, the difference was not considerable.
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This phenomenon was observed even in the case of specimens of flexural failure type.
In case of specimens of initial relative density 60% the volumetric strain increased till LFC.
In the case of specimens with two horizontal backup reinforcement, the ratio ranges from 1.7 to 1.89, with a concrete compressive strength of 20 to 21.5 MPa.
In particular, in the case of specimens strengthened with four-ply FRCM, the crack pattern consisted of a cracked zone with many relatively small cracks spread over the studied area.
In case of specimens austempered (AT specimens) at 230 300°C, the yield strength could reach approximately 1500 MPa with reduced gaseous hydrogen embrittlement (GHE) in fatigue tests as compared to QT specimens of the same strength level.
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