###### Abstract  
To meet the ultra-high bearing capacity design requirements of pile foundations under geological conditions without a good holding layer, we invented a new type of group pile foundation with the soil continuously solidified between piles (hereinafter referred to as the SCS group pile foundation). Considering the solidified depth as a key influencing factor, the vertical ultimate compressive bearing capacity, load transfer law, and damage pattern of the soil around the continuously solidified group pile foundation were investigated using an indoor half-model test. The results revealed that the setting of the continuously solidified part has a significant effect on its compressive bearing characteristics. The ultimate compressive bearing capacity of the SCS group pile foundation was increased by four to nine times compared with the traditional group pile foundation. When the pile spacing is 4-6D (D = pile diameter), designing a continuously solidified depth greater than 14D is recommended. Except for the solidified depths of 2D and 18D, the lateral resistances of the other model piles first increase and then decrease with increasing depth. The maximum values were located at the continuously solidified part and were obviously larger than those of the other pile sections. The maximum pile lateral frictional resistance was provided at the maximum depth of the continuously solidified part. After setting up the continuously solidified part, none of the bearing capacity of the pile ends exceeded 5%. The bearing capacity of the SCS group pile foundation was mainly shared by the continuously solidified part and the pile lateral frictional resistance. For the same pile spacing, the high strain damage zone of the soil at the bottom of the continuously solidified 2D-14D foundation was \"abacus bead\"; when the burial depth of the continuously solidified part reached 18D, the foundation soil exhibited \"inverted bowl\" damage. pile group; continuously solidified soil between piles; half-model test; compressive test; bearing characteristics 2021850 the horizontal bearing capacity of the pile foundation. Traditional piles can be strengthened by changing the cross-sectional shape of the pile and using high-strength materials to reinforce the pile body [1; 2; 3; 4; 5]. It has been shown that the horizontal displacement of pile tops declines after the reinforcement of soil between the supporting piles; the supporting effect is better than that of ordinary row piles [6; 7; 8; 9], and the damage mechanism of double-row piles under different widths of reinforcement zones is different [10]. Increasing the pile's diameter and length, improving the cross-sectional shape of piles, and the solidification of soil between piles are common methods to improve the vertical bearing capacity of pile foundations. At present, the mature variable section pile techniques include expanded bottom piles and squeezed branch piles [11; 12; 13]; these piles gradually evolved and developed into extruded and expanded multi-disk piles, rotary expanded multi-disk piles, etc. [14; 15; 16; 17]. Variable section piles mainly alter the cross-section of the pile body to increase the contact area between the pile body and the soil to improve the bearing capacity [18; 19]. Grouting is a highly effective way of soil reinforcement [20]. During the grouting process, the slurry produces a series of physicochemical effects, such as cementation and compaction in the soil around the pile, ultimately forming a \"cemented soil\" at the tip of the pile. This improves the physical and mechanical properties of soil at the tip and around the pile, thus enlarging the bearing capacity of the pile foundation [21; 22]. In the process of grouting, piles and soil between piles form a composite foundation [23] and produce an extrusion effect [24; 25], the physical and mechanical properties of the composite foundation inter-pile soil have been greatly improved [26; 27].