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Many auxiliary structures are required, including weirs (flow-diversion dams), sluices, and other types of dams.
The characteristics of strong ground motions at a given site cannot be predicted, and all types of dams possess some degree of freedom, imperfect elasticity, and imprecise damping.
The stability indices we assessed overpredicted unstable conditions and thus would require modification for these particular types of dams in this regional setting.
In addition to reservoir siltation assessment, operation spillways have been the major constraint on the reliability of these types of dams.
When located in areas of high seismic hazard, seismic upgrading of these types of dams is often required to meet current dam safety standards.
To assess the mechanical behavior of the foundations for both types of dams, (earth and RCC dams), numerical modeling has been undertaken, according to the comparative analysis of deformations in the foundations.
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Two major types of dam failure were identified: Type I and Type II.
The landslide dam stability largely depends on the dam comprising materials that in turn are strongly related to the types of damming landslides and valley morphometry.
According to the authors' previous study on 828 coseismic landslide dams (Fan et al. 2012c), the proportion of different types of damming landslides is shown in Fig. 2.
Two characteristic types of dam failure (Type I and Type II) were observed during the experiments and were found to depend on the geometry and hydromechanical characteristics of the dam materials.
As in [24], p.574, we have used more general trigonometric polynomials (i.e., the second-type (DAM) (sigma_{n, 2n})) in Corollaries 1-6; however, we can obtain similar estimates using other types of (DAM) such as (D n-1, (2j+1)n-1)) (or (sigma_{n, 2jn})).
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