###### Abstract  
The pre-bored grouted planted (PGP) pile has been more and more used in recent years, but its precise disturbance effect in soft soil areas has not been studied deeply. Therefore, a comparative field test for the disturbances by PGP pile and driven pile construction in deep soft ground was carried out. It revealed that the excess pore pressure caused by the two kinds of piles decreases with the increase of radial distance, and the influence range is less than 7.5 \(d\) (\(d\) is pile diameter). The maximum excess pore pressure generated by PGP pile construction is about 100 kPa smaller than that generated by driven pile construction. The comparison of the soil pressure and lateral displacement between the two piles is related to the depth and soil type. The typical result is that the soil pressure caused by PGP pile construction is half that of the driven pile, and the maximum lateral displacement of the PGP pile is 50.7-53.8% of that of the driven pile. The noise generated during PGP construction was lower but continuous, and the maximum value at the same distance was reduced by 8 to 15% than the driven pile. The test results reveal the construction disturbance effect of PGP pile and provide a reference for the selection of pile construction method in soft soil areas. s 2023 13 11887. [[https://doi.org/10.3390/app132111887](https://doi.org/10.3390/app132111887)]([https://doi.org/10.3390/app132111887](https://doi.org/10.3390/app132111887))  
**Citation:** [PERSON]; [PERSON]; [PERSON]; [PERSON] Field Test Study on Construction DisturbancesPrevious studies have shown that pile foundation construction inevitably causes changes in pore water pressure around the pile [7] and soil structure [8; 9]. After the pile penetrates the soil layer, the excess pore water pressure of the relevant soil increases to its maximum value rapidly and then decays exponentially over time [10]. The dissipation trend of pore water pressure by different pile construction methods usually is different [11]. The generated pore water pressure decreases with the distance [12; 13; 14], and it takes a longer time to reach the peak value in a deeper position [13]. Moreover, radial drainage along the diameter of the pile also influences the dissipation of excess pore pressure [15]. The peak excess pore pressure generated by open-end piles with radial penetration is lower, and the dissipation rate is faster [14; 16; 17]. Closed-end piles are often subjected to high soil rebound, and their permanent deformation is very small [17]. However, the soil's mechanical properties and the distribution of soil layers also have an impact on changes in pore water pressure [16; 18], but similar boundary-scale responses have been observed when piles are driven in non-typical soils, like diatomaceous earth, which has a high intra-particle porosity, complex particle shapes, and uniform mineralogy [19]. During pile driving, negative surplus pore pressure around the pile close to the ground surface and below a certain depth beneath the pile tip will increase effective stress, hence increasing penetration resistance [20]. Furthermore, nodular cylinder piles will cause more significant disturbance to the surrounding soil, resulting in significant excess pore pressure below 2 m beneath the pile bottom but not evident below 4 m beneath the pile bottom. Soft clay layers have delayed dissipation of excess pore pressure, but surface soil layers dissipate excess pore pressure more quickly than deep soil layers [21]. In the squeezed pile construction, if the speed of pile driving is too fast or the pile spacing is too small, it may cause the pile body to tilt significantly [13]. The consequent lateral displacement of the soil decreases with distance [9], and for a period after construction, the lateral displacement of the soil and the excess pore water pressure continue to rise. As the excess pore pressure dissipates, the soil recovers displacement towards the pile [12], but the rate of rebound decreases over time [10].