The Study Of Character Of Bearing Capacity And Deformation Of Squeezed Branch Disk Pile

Squeezed branch disk pile is one kind of irregular piles which have developed in the early 1990s. It has original structure and unique load bearing. By arranging decked branch and disk, squeezed branch disk pile can bring the bearing proficiency of soil around pile into play. Thus, squeezed branch disk pile and soil become one system, meet the requirement of engineering together.Engineering practice shows: under the same geological conditions and the same pile length and pile diameter conditions, the bearing capacity of squeezed branch disk pile is larger than normal single pile 1.5~2.5 times; the settlement of squeezed branch disk pile is less than normal single pile 40%~70%.This paper discussed the bearing capacity and deformation of squeezed branch disk pile in construction effect, bearing capacity calculation and settlement calculation combining with unique branch structure. Then it explained the reason of high capacity and low settlement of squeezed branch disk pile by calculating an engineering example.1. In part of the construction effect section, the discussion of this paper focused on the influence of"squeezed into a disk"process to the bearing capacity by combining with the elastic-plastic solutions of spherical cavity expansion question, then it carried on an engineering calculation and comparison;2. In part of the capacity calculation section, this paper put forward the influence of the lateral friction under the bottom branch and corrected the related empirical formula by considering the actual load-bearing situation, then it carried on an engineering calculation and comparison;3. In part of the settlement calculation section, this paper discussed the settlement characteristics of friction-type pile, and carried on an engineering calculation and comparison; then qualitatively analysed the reason of small settlement of squeezed branch disk pile from the angle of the size of pile-end additional stress of single pile.