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Experimental Evaluation of Micropile Bearing Capacity and Soil Interaction in Liquefiable Sands Using 1g Shaking Table Tests | ||
| Civil Engineering and Applied Solutions | ||
| مقالات آماده انتشار، پذیرفته شده، انتشار آنلاین از تاریخ 31 اردیبهشت 1404 | ||
| نوع مقاله: Original Article | ||
| شناسه دیجیتال (DOI): 10.22080/ceas.2025.29087.1004 | ||
| نویسندگان | ||
| Mohsen bagheri* 1؛ Mohammad Ali Arjomand2؛ Yashar Mostafae3؛ Hosein Mola-Abasi4 | ||
| 1Department of Civil Engineering, Babol University of Technology, Babol, Iran | ||
| 2Faculty of Civil Engineering, Shahid Rajaee Teacher Training University, Tehran, Iran | ||
| 3Department of Civil Engineering, Roodehen Science and Research Branch, Islamic Azad University, Tehran, Iran | ||
| 4Department of Civil Engineering, Gonbad Kavous University, Golestan, Iran, | ||
| تاریخ دریافت: 04 اردیبهشت 1404، تاریخ بازنگری: 23 اردیبهشت 1404، تاریخ پذیرش: 24 اردیبهشت 1404 | ||
| چکیده | ||
| Abstract: This study presents an experimental investigation into the bearing capacity characteristics of micropiles in loose, saturated sandy soils subjected to seismic-induced excess pore water pressure. A series of 1g laboratory tests were conducted on instrumented model micropiles (diameters 5–20 mm, L/D = 30) embedded in Nevada sand (Dr = 30–45%, Cu = 1.8, Gs = 2.65) under varying levels of induced pore pressure (ru = Δu/σ'₀ = 0.2–1.0). The experimental setup incorporated a laminar shear box equipped with pore pressure transducers, LVDTs, and load cells to systematically evaluate the evolution of micropile bearing capacity during pore pressure generation and dissipation phases. Key findings reveal that micropile bearing capacity exhibits a nonlinear reduction with increasing pore pressure ratio, with approximately 60% of initial capacity retained even at ru ≈ 1.0. Three distinct failure modes were identified: (1) shaft resistance-dominated failure at low ru values (ru < 0.5), (2) mixed shaft-toe failure at intermediate ru levels (0.5 ≤ ru ≤ 0.8), and (3) toe-bearing dominated failure under full liquefaction conditions (ru > 0.8). A new bearing capacity reduction factor (Ψ) is proposed to account for pore pressure effects, expressed as a function of relative density, pile slenderness ratio, and normalized excess pore pressure. The study provides quantitative relationships between pore pressure development and bearing capacity degradation, offering practical design equations for seismic micropile design in liquefiable soils. Results demonstrate the importance of considering partial drainage conditions and post-liquefaction strength regain in capacity calculations, challenging conventional fully-drained or fully-undrained design approaches. | ||
| کلیدواژه‌ها | ||
| Micropile bearing capacity؛ soil liquefaction؛ physical modeling؛ pore pressure ratio؛ seismic performance؛ bearing capacity reduction factor | ||
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آمار تعداد مشاهده مقاله: 95 |
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