Akademik Veri Yönetim Sistemi
BULLETIN OF EARTHQUAKE ENGINEERING, 2025 (SCI-Expanded, Scopus)
Gravelly soils were traditionally considered either non-susceptible or significantly more resistant to seismic liquefaction due to their typically denser depositional characteristics and/or their enhanced capacity to dissipate excess pore water pressures. As a result, their liquefaction initiation assessments were occasionally overlooked. However, case histories starting with as early as the 1891 Mino-Owari (Japan, M7.9) and followed by events including the 1983 Borah Peak-U.S.A. M7.3, 1995 Kobe-Japan M7.2, 2008 Wenchuan-China M7.9, and 2016 Kaikoura-New Zealand M7.8, 2023 Kahramanmaras-Turkiye M7.8, have demonstrated that they can undergo significant reductions in shear strength and stiffness as a result of liquefaction. With the intent of developing liquefaction triggering models, a database consisting of 215 gravelly case histories, 99 liquefied and 116 non-liquefied, was compiled. Dynamic Cone Penetration (DPT) blow counts or shear wave velocity (V-S) along with median grain size (D-50) were utilized as resistance, whereas cyclic resistance ratio (CSR), earthquake moment magnitude (M-w) and vertical effective stress (sigma(v)') as the demand parameters of probability-based liquefaction triggering predictive models. The resulting models incorporate adjustments for variability in a) earthquake duration, b) vertical effective stress, and c) median grain size.