Version 1
: Received: 27 October 2021 / Approved: 29 October 2021 / Online: 29 October 2021 (09:44:55 CEST)
Version 2
: Received: 26 March 2022 / Approved: 28 March 2022 / Online: 28 March 2022 (14:08:17 CEST)
How to cite:
Zhang, X.; Ji, Z.; Gao, H.; Wang, Z.; Li, W. Pseudo-static Simplified Analysis Method of the Pile-liquefiable Soil Interaction Considering Rate-dependent Characteristics. Preprints2021, 2021100448. https://doi.org/10.20944/preprints202110.0448.v2
Zhang, X.; Ji, Z.; Gao, H.; Wang, Z.; Li, W. Pseudo-static Simplified Analysis Method of the Pile-liquefiable Soil Interaction Considering Rate-dependent Characteristics. Preprints 2021, 2021100448. https://doi.org/10.20944/preprints202110.0448.v2
Zhang, X.; Ji, Z.; Gao, H.; Wang, Z.; Li, W. Pseudo-static Simplified Analysis Method of the Pile-liquefiable Soil Interaction Considering Rate-dependent Characteristics. Preprints2021, 2021100448. https://doi.org/10.20944/preprints202110.0448.v2
APA Style
Zhang, X., Ji, Z., Gao, H., Wang, Z., & Li, W. (2022). Pseudo-static Simplified Analysis Method of the Pile-liquefiable Soil Interaction Considering Rate-dependent Characteristics. Preprints. https://doi.org/10.20944/preprints202110.0448.v2
Chicago/Turabian Style
Zhang, X., Zhihua Wang and Wenwen Li. 2022 "Pseudo-static Simplified Analysis Method of the Pile-liquefiable Soil Interaction Considering Rate-dependent Characteristics" Preprints. https://doi.org/10.20944/preprints202110.0448.v2
Abstract
The lateral pressure generated by liquefied soil on pile is a critical parameter in the analysis of soil-pile interaction in liquefaction-susceptible sites. Previous studies have shown that liquefied sand behaves like a non-Newton fluid, and its effect on piles has rate-dependent properties. In this study, a simplified pseudo-static method for liquefiable soil-pile interaction analysis is proposed by treating the liquefied soil as a thixotropic fluid, which considers the rate-dependent behavior. The viscous shear force generated by the relative movement between the viscous fluid (whose viscosity coefficient varies with excess pore pressure and shear strain rate) and the pile was assumed to be the lateral load on the pile. The results from the simplified analysis show that the distribution of bending moment is in good agreement with experiments data. Besides, the effects of various parameters, including relative density, thickness ratio of non-liquefiable layer to liquefiable layer, and frequency of input ground motion, on the pile-soil rate-dependent interaction were discussed in detail.
Copyright:
This is an open access article distributed under the Creative Commons Attribution License which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.
Received:
28 March 2022
Commenter:
Zhanpeng Ji
Commenter's Conflict of Interests:
Author
Comment:
The new version has some modifications based on the original version, as follows : (1) In the abstract, add preprint information. (2) 58 lines and 59 lines of the original manuscript: “ i.e., residual strength method, zero strength method, p-multiplier (α) and Cu-factor ” add reference number “i.e., residual strength method [24], zero strength method [25], p-multiplier(α) and Cu-factor [26]”. (3) 120 lines of the original manuscript: “The spring coefficients are calculated according to Mindlin’s solution.” add reference number “The spring coefficients are calculated according to Mindlin’s solution [38].” (4) Delete the fixed end below the pile system in Figure 2 (a). (5) 139 and 140 lines of the original manuscript: “..., which can be found in reference.” Add the reference number “..., which can be found in reference [36, 39].” (6) 232 and 233 lines of the original manuscript, delete “A sine wave with a frequency of 2 Hz and the base acceleration amplitude of 0.2 g was used in this model.” (7) 247 lines of the original manuscript, before “Details concerned two models were documented in Abdoun et al. and He et al. [16,42], respectively.”, add “sine A wave with a frequency of 2 Hz and the base acceleration amplitude of 0.2 g was used in this model.” (8) 350 lines and 351 lines of the original manuscript: revise article data and replace “the maximum bending moment of the pile under the relative density of 30%, 50%, and 70% are 51 kN·m, 82 kN·m, and 69 kN·m.” with “The maximum bending moments of the pile under relative densities of 30%, 50%, and 70% are 75 kN·m, 124 kN·m, and 118 kN·m, respectively.”
Commenter: Zhanpeng Ji
Commenter's Conflict of Interests: Author
(1) In the abstract, add preprint information.
(2) 58 lines and 59 lines of the original manuscript: “ i.e., residual strength method, zero strength method, p-multiplier (α) and Cu-factor ” add reference number “i.e., residual strength method [24], zero strength method [25], p-multiplier(α) and Cu-factor [26]”.
(3) 120 lines of the original manuscript: “The spring coefficients are calculated according to Mindlin’s solution.” add reference number “The spring coefficients are calculated according to Mindlin’s solution [38].”
(4) Delete the fixed end below the pile system in Figure 2 (a).
(5) 139 and 140 lines of the original manuscript: “..., which can be found in reference.” Add the reference number “..., which can be found in reference [36, 39].”
(6) 232 and 233 lines of the original manuscript, delete “A sine wave with a frequency of 2 Hz and the base acceleration amplitude of 0.2 g was used in this model.”
(7) 247 lines of the original manuscript, before “Details concerned two models were documented in Abdoun et al. and He et al. [16,42], respectively.”, add “sine A wave with a frequency of 2 Hz and the base acceleration amplitude of 0.2 g was used in this model.”
(8) 350 lines and 351 lines of the original manuscript: revise article data and replace “the maximum bending moment of the pile under the relative density of 30%, 50%, and 70% are 51 kN·m, 82 kN·m, and 69 kN·m.” with “The maximum bending moments of the pile under relative densities of 30%, 50%, and 70% are 75 kN·m, 124 kN·m, and 118 kN·m, respectively.”