Experimental and Numerical Simulation Study on Horizontal Bearing Capacity of Sand Foundation Reinforced by Polymer Sand Pile Group
Description
This dataset presents the experimental and numerical simulation data for the manuscript "Mechanical behavior and reinforcement mechanism of polymer-stabilized sand pile groups under horizontal loading". The experimental data were generated through indoor model tests conducted in a custom 1 m × 1 m × 1 m box filled with Longyan sandy soil, using a pulley system for horizontal loading and a geotechnical data acquisition instrument for monitoring. The dataset includes load-displacement curves, pile strain records, and soil stress data for single, double, and triple pile configurations, as well as shear strength parameters of polymer-sand mixtures with varying polymer contents (0%, 15%, 20%, 25%). Numerical simulation data were produced using ABAQUS, containing model input files and output results for different pile numbers and arrangement patterns (parallel, perpendicular, and equilateral triangular). All data are provided in standard formats (Excel, CSV, and ABAQUS input/output files) with a README file describing the file structure, units, and experimental conditions. No missing data were encountered, and measurement errors were within the standard accuracy of the calibrated instruments. These data support the analysis of horizontal bearing capacity and reinforcement mechanisms of polymer-stabilized sand pile groups.
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Steps to reproduce
The detailed test procedures are as follows: 1.To facilitate sensor placement, precast piles were used for the test pile structure. Before the test begins, PVC pipes are split lengthwise into halves and temporarily bound with tape to form sealed circular molds. Aggregate is mixed uniformly with polymer at a predetermined ratio, then immediately layered into the mold while vibrating. Two Φ6 mm Q235 steel rods are symmetrically embedded as reinforcement. After resting for 10 minutes, the outer tape was removed. Four strain gauges were affixed to each of the two opposite faces using specialized adhesive dots and tape for positioning, enabling simultaneous capture of deformation in both tension and compression zones. Once the gauge positions were cured, the entire precast pile was placed into the mold box. 2.First, a 40 cm thick layer of sandy soil is laid at the bottom as the bearing layer, which is lightly compacted and leveled. Then, prefabricated piles are placed in it. Subsequently, sandy soil is backfilled in layers of 15 cm each. A soil pressure box is buried every 15 cm along the pile body to record the soil stress in front of the pile. After each layer is laid, a soil pressure box is pressed into the side of the pile and compacted, until the surface of the sandy soil is reached. Finally, a wooden frame is placed on the top of the pile, and the pile cap is cast with sand filling mixed with 10% polymers. The burial depth is controlled at 5 cm, and a displacement meter is installed on the tension side to complete the layout of the entire testing system. 3.Before formal loading, the hydraulic pump, soil pressure cell, displacement transducer, and data acquisition instrument must first be calibrated. Gradual pressurization should be performed to confirm no oil leakage in the hydraulic system. Subsequently, all initial readings across channels must be reset to zero to ensure their measurement range and accuracy meet test requirements before proceeding to the formal test. 4.A stepwise static loading method was employed. The initial load is set at 200 N (the weight of the counterweight plate) and maintain for 10 minutes. Subsequent loading increments of 125 N were applied up to 600 N, followed by increments of 60 N to more precisely capture the load-displacement response. Each load increment was held for 10 minutes, with load, displacement, and strain data recorded simultaneously. Loading ceased when the cumulative horizontal displacement at the pile top reached 30 mm (the specified displacement value), and the load value at this point was recorded as the failure load. 5.All data is recorded through the geotechnical data acquisition system, with subsequent generation of load-displacement curves, strain distribution diagrams, and earth pressure distribution diagrams.