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This paper examines the effects of collapsible soil structure on shear wave velocity. The study attempts to simulate hydraulic fill sand deposits, which represent a natural soil deposition process that can result in a collapsible soil structure. A series of resonant column tests and bender element tests on Ottawa sand was conducted on sand specimens and prepared by dry pluviation and simulated hydraulic fill methods subjected to various confining pressures. Shear wave velocities measured from both methods of deposition are compared and discussed. Results from this study show that for soil specimens with the same void ratio, samples prepared by simulated hydraulic fill have a lower shear modulus and shear wave velocity than the specimens prepared by dry pluviation, and the differences are more pronounced at higher confining pressures. The resonant column test results performed in this study were consistent with results from the discrete element analysis, full-scale testing, and centrifuge testing. The discrete element analysis suggests that soil fabric and number of particle contacts are the key factors affecting the shear wave velocity. These factors are dependent on the methods of deposition. Results from this study examining hydraulic fill collapsible structure shear wave velocity provide a step forward toward a better correlation between soil dynamic properties measured in field and laboratory tests. [ABSTRACT FROM AUTHOR]

The effect of high overburden pressure above 1 atm on sand liquefaction potential is typically evaluated based on cyclic undrained testing, with the overburden pressure correction factor, Kσ<1.0 and Kσ decreasing as the pressure increases. Recent centrifuge experiments of a prototype 5 m-thick clean sand layer having a permeability 1.2×10−4 m/s , with free drainage at the top and subjected to 1 and 6 atm overburden pressures, show that a high overburden pressure may increase partial drainage. As a result, the measured field overburden pressure factor, (Kσ)field was estimated to be >1.0 instead of <1.0 in these centrifuge tests. A parametric study is presented here that extends the centrifuge results for a relative density, Dr=45% and free top drainage, utilizing a high-fidelity, calibrated numerical model (P2Psand in FLAC 3D). A stepped acceleration base input is used that ensures a uniform cyclic shear stress amplitude at the elevation of maximum pore pressure ratio. The main parameters varied in the numerical study are overburden pressure, σv0′ (1-12 atm); sand permeability, k (10−6 to 10−3 m/s); and sand layer thickness, H (2-10 m). A new drainage factor, Kdr≥1.0 , is proposed to separate the usual undrained Kσ from the effect of partial drainage. The recommendation is to evaluate the overburden pressure factor to be used in liquefaction charts, (Kσ)field , as the product of two factors, (Kσ)field=Kσ×Kdr. The study shows that for constant σv0′=6 atm, Kdr≈1.4–1.7 when k=10−4 to 10−5 m/s , even for a very thick sand layer of H=10 m. Still for a constant σv0′=6 atm, Kdr decreases considerably to values close to 1.0 for a low k≈10−5 m/s , when the layer thickness is H=7 or 8m or greater. And for constant k≈10−4 m/s and σv0′=12 atm, Kdr≈1.4 if H=5–10 m , increasing to Kdr≈1.8 if the layer thickness decreases to H=2 m. The parametric study provides insight on when the current State-of-Practice of using only undrained Kσ becomes too conservative and should be supplemented with consideration of partial drainage through use of factor Kdr. Ready-to-use charts are provided to evaluate Kdr and (Kσ)field for a Dr=45% sand layer with free top drainage. This research challenges conventional notions of sand liquefaction risk assessment. Traditionally, higher overburden pressures were thought to increase this risk, as indicated by the factor Kσ<1.0. However, recent findings, supported by centrifuge experiments and advanced numerical modeling, reveal a more nuanced reality. Under specific field conditions, especially with elevated overburden pressures, partial drainage in clean sand deposits can enhance the layer stability, resulting in (Kσ)field values greater than 1.0. This means that high overburden pressures may not necessarily lead to increased liquefaction vulnerability, contrary to previous assumptions. To better guide practical applications, a novel drainage factor, Kdr , is introduced. When combined with Kσ , it provides a more accurate assessment of liquefaction potential. For engineers and practitioners, this means considering both Kσ and Kdr when evaluating the liquefaction potential of loose sand layers with at least one drainage boundary. This study supplies valuable insights into when the current practice of relying solely on undrained Kσ<1.0 may be overly conservative. It offers ready-to-use charts to assess Kdr and (Kσ)field , empowering practitioners to make more informed decisions regarding liquefaction risk. It must be noted that an actual field case history is expected to require some engineering judgment due to soil stratigraphy and the usual spatial variability associated with field deposits. [ABSTRACT FROM AUTHOR]