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Due to high concentration of rotation and deflection at individual joints in the dry jointed specimen, the maximum load and failure load are 8.6% and 16.7% less than that of the epoxy jointed specimen.
For the Circumferential notch specimen, the maximum creep damage lies at the point in from notch tip; For the U-type and V-type notch specimens, the maximum creep damage always happens at the notch tip.
The depth of the refinement layer with domain size smaller than 100 nm reached to 150 μm in the austenite and 100 μm in the ferrite phase of the dually shot-peened specimen, the maximum magnitudes of which after single shot peening were 100 μm and 75 μm, correspondingly.
Compared to a control specimen, the maximum load increase of the strengthened beams was as follows: 112% for the continuous rod panel; 106% for spliced rod panel; 158% for the spliced/anchored rod panel; 49% for continuous laminate; and 31.8% for lap-spliced laminate.
The negative excess pore water pressure became constant after 11% axial stain, for 20% silt content specimen whereas for clean sand specimen, the maximum loading capacity of triaxial test machine was reached that is why no further value was able to measure after 4.5% stain.
Because tumor histologic grade and predicted patient outcome are determined by the percentage of viable tumor in the resected specimen, the maximum tumor SUV is believed to provide the most accurate noninvasive assessment of tumor grade.
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For each specimen the peak load-to-failure (maximum observed load) was used to calculate the interface stress-to-failure (maximum load normalized to interface area) as a representative marker of interfacial strength.
However, for the quicklime-treated specimens, the maximum swell value observed in the presence of 10% lime content is 0.40%.
For these specimens, the maximum mesh size is 25 mm and the specimens are loaded up to 80 mm at the beam tip.
With regard to the scaling of the specimens, the maximum size of the aggregate for the concrete mix design was less than 10 mm.
According to Fig. 18, for HSRC beam specimens, the maximum flexural crack width can still be controlled well in the way recommended by ACI 318.
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