Soil-pile interaction damping plays a crucial role in reducing wind turbine loads and fatigue damage in monopile foundations, thus aiding in the optimized design of offshore wind structures and lowering construction and installation costs. Investigating the damping properties at the element level is essential for studying monopole-soil damping. Given the widespread distribution of silty clay in China's seas, it is vital to conduct targeted studies on its damping characteristics. The damping ratio across the entire strain range is measured using a combination of resonant column and cyclic simple shear tests, with the results compared to predictions from widely used empirical models. The results indicate that the damping ratio-strain curve for silty clay remains S-shaped, with similar properties observed between overconsolidated and normally consolidated silty clay. While empirical models accurately predict the damping ratio at low strain levels, they tend to overestimate it at medium-to-high strain levels. This discrepancy should be considered when using empirical models in the absence of experimental data for engineering applications. The results in this study are significant for offshore wind earthquake engineering and structural optimization.

In this study, a series of resonant column tests was conducted to measure the shear modulus of sand-rubber mixtures at small strain amplitudes (i.e. between 10(-4)% and 10(-2)%), considering different rubber percentages and confining stress levels. The results were then combined with data obtained by dynamic hollow cylinder tests to investigate shear modulus degradation of the mixtures over a wider shear strain range. Based on the test results, a new expression was proposed to improve the prediction of maximum shear modulus of sand-rubber mixtures using the modified equivalent void ratio concept. A new constitutive model was also developed for estimation of strain-dependent shear modulus of the mixtures based on the modified hyperbolic framework. The shear modulus of the mixtures was found to be a function of rubber percentage, confining stress, the modified equivalent void ratio and the relative shear stiffness of rubber and sand. The experimental data and the developed models showed that the shear modulus decreased with rubber percentage and increased with confining stress. Moreover, the reference shear strain of the modified hyperbolic model increased with both rubber percentage and confining stress while its curvature coefficient increased more considerably with rubber percentage compared to the confining stress.

Coral sand is characterized by low cohesion and high porosity, posing a potential liquefaction risk. Thus, coral sand stabilization is necessary in coastal construction projects. Polyurethane, with its excellent toughness, rapid reaction speed, and strong adhesive properties, is an ideal choice for reinforcing coral sand. However, the diffusion range of non-water reacting foamed polyurethane in coral sand is limited. This study explored the use of water-reacting polyurethane (PRP) to solidify coral sand. PRP is known for its high permeability and bonding strength. Despite its potential, the dynamic mechanical properties and reinforcing mechanism of PRP-solidified coral sand, which are crucial for site seismic analysis and seismic design, have not yet been fully understood. Thus, the resonance column and uniaxial compression tests were conducted to investigate the variations in dynamic shear strain, dynamic shear modulus, damping ratio, and uniaxial compressive strength of the solidified material under different confining pressures, PRP incorporation ratios, and mass moisture contents of coral sand. To further investigate the underlying mechanisms of the variations in its mechanical properties, scanning electron microscopy (SEM) and mercury intrusion tests were conducted to analyze the morphology and pore characteristics of the PRP-solidified material. The results show that, at a constant moisture content, increasing the PRP proportion enhanced the dynamic shear modulus, damping ratio, and uniaxial compressive strength of the coral sand. However, excess moisture content reduced these properties. The pore ratio decreased with the increase of PRP and moisture content, with a larger reduction before drying and a smaller one after drying. The tortuosity of the specimens was mainly affected by the incorporation ratio of PRP, which increased with the increase of the incorporation ratio. However, the moisture content of coral sand had a fewer effect on the tortuosity. The permeability gradually decreased with the increase of the PRP incorporation ratio and the moisture content of coral sand. PRP strengthened the coral sand, primarily through its covering, filling, and bonding effects, enhancing the friction and mechanical occlusion. These findings are significant for the applications of PRP in future coastal engineering projects.

This study investigated the small-strain dynamic properties of expanded polystyrene (EPS) lightweight soil (ELS), a low-density geosynthetic material used to stabilize slopes and alleviate the subgrade settlement of soft soil. Resonant column tests were conducted to evaluate the effects of EPS's granule content (20-60%), confining pressures (50 kPa, 100 kPa, and 200 kPa), and curing ages (3 days, 7 days, and 28 days) on the dynamic shear modulus (G) of ELS within a small strain range (10-6-10-4). The results indicate that ELS exhibits a high dynamic shear modulus under small strains, which increases with higher confining pressure and longer curing age but decreases with an increasing EPS granule content and dynamic shear strain, leading to mechanical property deterioration and structural degradation. The maximum shear modulus (Gmax) ranges from 64 MPa to 280 MPa, with a 60% reduction in Gmax observed as the EPS granule content increases and increases by 11% and 55% with higher confining pressure and longer curing ages, respectively. A damage model incorporating the EPS granule content (aE) and confining pressure (P) was established, effectively describing the attenuation behavior of G in ELS under small strains with higher accuracy than the Hardin-Drnevich model. This study also developed an engineering testing experiment that integrates materials science, soil mechanics, and environmental protection principles, enhancing students' interdisciplinary knowledge, innovation, and practical skills with implications for engineering construction, environmental protection, and experimental education.

Biocemented soils present a promising sustainable alternative to traditional Portland cement and asphalt in road embankment construction and remediation. However, the cyclic loading experienced by transportation infrastructures like roads over extended periods explicitly leads to performance degradation. Biocementation, achieved through Microbially Induced Calcite Precipitation (MICP) using ureolytic bacteria or Enzyme-Induced Calcite Precipitation (EICP) with urease enzymes, precipitates calcium carbonate (calcite) as a bonding agent within the soil matrix. Despite the environmental appeal of biocemented soils, their durability under cyclic and repeatable loads remains relatively unexplored. This paper investigates the modulus degradation of biocemented sand subjected to cyclic loading, considering various strain amplitudes and confinement levels. The experimental program involves subjecting two distinct specimens-one uncemented and the other cemented-to three confinement levels (50, 100, and 200 kPa). Each specimen undergoes incremental torque amplitudes to elucidate stiffness behavior across a spectrum of strain levels. Additionally, resilient modulus estimates are obtained for different strain levels, and a critical strain threshold is identified. The primary objective of this research is to unveil fatigue susceptibility criteria, offering crucial insights into the performance of biocemented soils. By doing so, this study contributes to the advancement of sustainable and durable infrastructural solutions, particularly in the context of road construction and maintenance.

Bentonites are going to be part of the Engineered Barrier System (EBS) in deep geological disposal facilities for the safe disposal of spent nuclear fuel. Some of these repositories might be constructed in tectonically active locations, and some other repository locations might have seismic risks in future related to climate changes (e.g. glaciations). The damping ratio is one of the parameters considered in dynamic analysis, and it can be measured by different methods. In this work, the damping ratio was measured in two different bentonites with the resonant column device and in one of these bentonites, it was also measured with the hollow cylinder, simple shear and triaxial tests in unloading-reloading paths. The results are presented in Pintado et al. (2019; 2023). The tests were carried out at different laboratories. The samples were compacted at different dry densities and degrees of saturation and tested with different confinement pressures and strain levels to study the influence of the shear strain, degree of saturation, dry density and confinement pressure and also the influence of the test method. The two studied bentonites had different plasticity indices which was also considered in the analysis. The results showed a clear dependence of the damping ratio on the confinement pressure and the shear strain but not as clear on the degree of saturation, the dry density and the plasticity index. The damping ratio measured by the hollow cylinder test followed the tendency of the resonant column results. The triaxial test presented larger values of damping ratios than following the tendency of the hollow cylinder and resonant column tests. The simple shear test did not follow the tendency of the other tests, presenting lower damping ratio values. All tests presented large scatter. (c) 2024 Production and hosting by Elsevier B.V. on behalf of The Japanese Geotechnical Society. This is an open access article under the CC BY- NC-ND license (http://creativecommons.org/licenses/by-nc-nd/4.0/).

This study uses a fully coupled dynamic effective stress analysis method to evaluate the seismic response of a site containing silty sand which is a liquefiable interlayer. A generalized plasticity model is employed to describe the liquefaction behavior of silty sand under seismic action, and a nonlinear constitutive model is used to account for the nonlinear and hysteretic characteristics of non-liquefiable soils. The parameters of constitutive model were calibrated from the shear wave velocity and results of resonant column tests on different soils in a borehole. The results indicated that (1) A new spike with a period of approximately 1 s was observed at the top of the liquefiable interlayer compared to that at the bottom of the interlayer, reflecting a common seismic response characteristic induced by the rise in the excess pore water pressure (EPWP); (2) The low-frequency input motion caused higher EPWP within the liquefiable interlayer and more ground settlement at the consolidation stage; (3) The increase in either peak horizontal acceleration or peak vertical acceleration of input motions resulted in higher increase in the EPWP and ground surface settlement. Moreover, the vertical seismic component in near-field earthquakes has much more significant effect on the ground settlement in liquefiable sites than that in far-field earthquakes.

The treatment, disposal, and resource utilization of waste mud are challenges for engineering construction. This study investigates the road performance of waste mud-solidified soil and explains how solidifying materials influence the strength and deformation characteristics of waste mud. Unconfined compressive strength tests, consolidated undrained triaxial shear tests, resonant column tests, and consolidation compression tests were conducted to evaluate the solidification effect. The test results show that with an increase in cement content from 5 to 9%, the unconfined compressive strength of the waste mud-solidified soil increased by over 100%, the curing time was extended from 3 to 28 days, and the unconfined compressive strength increased by approximately 70%. However, an increase in initial water content from 40 to 60% reduced the unconfined compressive strength by 50%. With the increase of cement content from 5 to 9%, the cohesion and friction angles increased by approximately 78% and 24%, respectively. The initial shear modulus under dynamic shear increased by approximately 38% and the shear strain corresponding to a damping ratio decay to 70% of the initial shear modulus decreased by nearly 11%. The compression coefficient decreased by approximately 55%. Scanning electron microscopy and X-ray diffraction tests showed that a higher cement content led to the formation of more hydration reaction products, especially an increase in the content of AlPO4, which can effectively fill the pores between soil particles, enhance the bonding between soil particles, and form a skeleton with soil particles to improve compactness. Consequently, the strength of the waste mud-solidified soil increased significantly while its compressibility decreased. This study can provide data support for dynamic characteristics of waste mud solidified soil subgrade.

Offshore wind power construction is currently experiencing rapid growth worldwide, with China leading in the number of offshore wind turbines. Approximately 60 % to 70 % of these turbines are situated in the offshore area of the South Yellow Sea, Jiangsu Province. Despite its frequent exposure to waves and earthquakes, this region lacks comprehensive studies on the dynamic characteristics of local marine soils, which hinders the development of marine engineering design. This study addresses this gap by conducting a series of tests on marine silty sand using a combination of resonant column and dynamic triaxial tests. The investigation examined various dynamic parameters at both small and large strain scales, taking into account the soil ' s relative density, dynamic loading frequency, and cyclic stress ratio (CSR). The experimental results revealed that the attenuation of dynamic shear modulus aligns well with the classic H -D model. Moreover, the damping ratio exhibited an increase with cyclic loading until reaching a peak value at dynamic shear strains between 0.5 % and 0.8 %, followed by a rapid decrease due to liquefaction. Additionally, the failure behavior of the marine silty sand was found to be more sensitive to relative density than dynamic loading frequency under undrained shearing condition. The critical CSR for soil with a relative density of 73 % was approximately 0.18. Whereas for soil with a relative density of 53 %, it was about 0.12. The experimental findings provide valuable insights and parameters for the design of offshore engineering in this area.