Simplified non-linear approaches for response of a single pile and pile groups considering progressive deformation of pile–soil system

Optimization Analysis of Settlement Parameters for Postgrouting Piles in Loess Area of Shaanxi, China

“…Assuming that c � 18.5 kN/m 3 , as can be seen from equation (25), E s,z is about equal to E s,1-2 when h � 10 m. erefore, E s,z within 10 m can take E s,1-2 , but when the depth is more than 10 m, E s,z continues to increase with the increase in P. As shown in Figure 13(a), E s,z is already two times larger than E s,1-2 when P � 380 kPa; therefore, the values of E s,1-2 are no longer suitable. erefore, E s,z within the range of compression can be calculated by using equation (25).…”

“…In order to verify the rationality of equation (26), the values of E s,z obtained from the abovementioned two methods were compared to ensure that they were consistent with the result in Figure 14. erefore, E s,z at any depth can be calculated using the two methods (equations (25) and (26)) when calculating the settlement in the loess area of northern Shaanxi, China.…”

“…In past decades, many methods have been used to calculate the settlement of piles, such as the theoretical loadtransfer method [14][15][16], the elastic theory method [17,18], the shearing deformation method [19], numerical computation methods [20][21][22][23][24][25], and the layer-wise summation method [26]. Some scholars have investigated the adaptability of the postgrouting technique in different bearing strata and the factors influencing the settlement and deformation [9,27].…”

“…Advances in Civil Engineering e tted equations (25) and (26) can be used on the one hand to revise E s,z obtained from the compression test so that an accurate value of E s,z of the loess in this area can be obtained; on the other hand, the workload associated with eld investigations and indoor compression tests are reduced, resulting in time and cost savings.…”

Discussion of “Comparative study of Y-shaped and circular floating piles in consolidating clay”

“…For a cast-in-situ bored pile, the squeezing soil effect can be neglected, and the value of K may be adopted as the in situ earth pressure coefficient, K 0 = 1 -sin (Zhang et al 2016). However, for driven and jacked piles, the value of K may be larger than the coefficient of earth pressure at rest.…”