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The point of application of seismic passive pressure shifts gradually downward for higher seismic forces.
In this study seismic passive pressure on an inclined rigid retaining wall supporting horizontal cohesionless backfill is estimated considering arching effect.
No indication of soil ratcheting was observed in the backfill materials and design for full passive pressure appears to be overly conservative for these single span structures.
When the mass injection is introduced, a passive pressure response is observed at the leading edge, producing local vorticity and vortex shedding.
The steel tube is expected to carry stresses in longitudinal direction caused by axial loading and moments, as well as transverse stresses caused by shear and internal passive pressure due to concrete deformation, i.e., the confining stress.
This technical note presents an analytical expression for the total passive pressure on a retaining wall from the c ϕ soil backfill subjected to both horizontal and vertical seismic inertial forces.
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Overall it is seen that, all the theoretical investigations mentioned in Table 9 (a) and (b) underestimate the passive pressures for the loose sand condition.
Flexible pipes support the applied vertical loads through passive pressures induced by the pipe deformation against the surrounding soils (Moser, 1990).
A flexible pipe principally derives its resistance strength from the passive pressures induced by the relative movement of the sides of the pipe against the surrounding soil (Moser, 1990).
The passive pressure-diameter was recorded after 3 cycles of preconditioning.
The passive pressure-diameter and stress-strain relationship were presented in Figure 4 and 5.
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