Pile Group in Consolidating Clay Pile Group in Consolidating Clay | ||||
| International Journal of Advances in Structural and Geotechnical Engineering | ||||
| Volume 05, Issue 01, February 2021, Page 1-13 PDF (809.27 K) | ||||
| Document Type: Original Article | ||||
| DOI: 10.21608/asge.2021.274715 | ||||
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| Abstract | ||||
| Due to rapid development in the country and shortage in suitable land, construction of high-rise building was carried out in backfill swamp land. Piles are used because its ability to carry large loads, easy in construction and its ability to transport the loads to underlying strong soil layers. In case of using pile foundations in consolidating soil the soil may settle more than piles which produces (NSF) and imposed loads on piles which may discard in the design and might cause structural failures. In the present study 4-pile group and 9-pile group wished in consolidating clay were analyzed by three dimensional finite element model using (ABAQAUS, 6.14). In this model, clay was simulated using Cam Clay model (CCM) while the friction at pile-soil interface and sand was represented by Mohr-Coulomb model (MCM). The piles and cap were described by a 3D linear elastic model. An appreciable percentage of peak drag-load (𝑃.𝑃𝐷𝐿) and down-drag (W) are mobilized at early stage of consolidation (U) equal 40% in case of 2x2 pile group. While in case of 3x3 pile group 70% to 90% of down-drag (W) occurred at (U) equal to 40% depending upon surcharge load (q) and (PHL). The rate of developing the peak drag-load imposed on a pile depends upon the location of the pile within the group. | ||||
| Keywords | ||||
| Drag-load; Down-drag; consolidating clay; Slip condition; Axial load | ||||
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