The double-row pile supporting structure has been widely used in foundation pit excavations. When analyzing the effect of earth pressure on the pile structure, previous research only considered the double-row piles as the rigid body and the pile-soil interaction has not been examined. In this study, a theoretical model was developed based on Duncan-Chang’s hyperbolic theory to calculate earth pressures in the active and passive zones of the double-row pile supporting structure. The model considered the nonlinear effect of the pile deformation on the active and passive earth pressures. The macroscopic pile-soil interaction was converted into a microscopic stress-strain relationship at a certain point in the soil body, reflecting the nonlinear effect of pile deformation on earth pressure. Numerical simulation and large-scale field tests have been conducted to verify the proposed model. The results show that the average values of the parameters obtained by numerical simulation are a ¯ = 0.38 , b ¯ = − 0.253 for the active zone and a ¯ = 0.00612 , b ¯ = − 0.729 for the passive zone. Based on the values of a ¯ and b ¯ , the predicted active and passive earth pressures stemming from the developed model agreed well with those obtained from field tests. The developed model in this study can be used to predict the distribution of active and passive earth pressures for double-row pile supporting structures.
This study solidifies the aeolian sand by microbial-induced carbonate precipitation (MICP) technique. The effects of cementation solution with different concentrations, particle size, and grouting batches are examined via the bender element, unconfined compressive test, and scanning electron microscope (SEM). The bender element results show that the wave speed of loose aeolian sand is 200 m/s; however, after solidification of the aeolian sand, the speed of P-wave is about 450-600 m/s and S-wave is about 350-500 m/s. Additionally, the unconfined compressive strength (UCS) results indicate that when the concentration of cementation solution is 0.75 mol/L, the UCS of biosolidified sand sample is the highest. Then, compared with the aeolian sand with original grade, the particles ranging from 0.1 to 0.4 mm have a better cementation effect. Moreover, the UCS of biosolidified sand samples increases along with the grouting batch. From the SEM images, it can be seen that when the grouting batch reaches to five times, the particles are almost completely covered by CaCO3 crystals compared with the three batches and four batches.
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