Open AccessThe Impact of Using Different Types of Soft Soils Treated by Stone Columns on Creep Behavior
Author(s) -
Sura Tawfeeq Al-Auqbi,
Nahla M. Salim,
Mahmood R. Mahmood
Publication year - 2022
Publication title -
iop conference series. earth and environmental science
Language(s) - English
Resource type - Journals
eISSN - 1755-1307
pISSN - 1755-1315
DOI - 10.1088/1755-1315/961/1/012052
Subject(s) - creep , settlement (finance) , geotechnical engineering , levee , geology , foundation (evidence) , stiffness , shear (geology) , bearing (navigation) , bearing capacity , shear stress , materials science , structural engineering , engineering , composite material , archaeology , geography , petrology , cartography , world wide web , computer science , payment
The stone column technique is an effective method to increase the strength of soft cohesive soil, which results in a reduction in foundation settlement and an increase in bearing capacity. The topic of restraining creep settlement through the use of stone columns techniques has gained increasing attention and consideration; because stone columns are widely used to treat soft soil deposits, caution should be applied in estimating creep settlement. We discovered a reversible relation between shear parameters and the creep settlement in floating stone columns; while, in case of end-bearing stone columns shows a direct positive relation between shear parameters and the creep settlement, and the creep settlement began at the primary settlement. The shear parameters affected the improvement factor (n) of creep settlement in both floating and end-bearing stone columns. The standard creep coefficient’s n values in floating and end-bearing conditions were more significant than the low creep coefficient’s n values in forwarded geometric conditions. The stress in both floating and end-bearing stone columns was increasing and uniformly distributed along the length of the floating stone column and in the case of end-bearing stone column was limited to the stiffness layer; the maximum vertical stress was in the central point of the embankment. The embankment’s maximum horizontal displacement occurred on the edge.