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Settlement of a Three-Storey Apartment Building on Piles
Area subsidence, and settlement and deformation in precast concrete piles supporting a three-story building were monitored over a three-year period. Soil profile was 3 m clay crust followed by 13 m of normally consolidated soft clay above sand. Anticipated groundwater table lowering was monitored in three piezometers (open pipes) along with measurements of settlement and shortening of four piles under the building, and settlement of ground surface and building. The results showed that incorporating water infiltration was successful in preventing lowering of the groundwater table. The settlement of the ground surface was consequently negligible, about 20 mm, and the pile deformation was small. The load applied to the piles from the building caused the piles and building to settle about 2 mm. During the following three years, a further 1 mm settlement was observed of which the settlement of the pile toe was about 0.2 mm. The pile shortening corresponded to 500 microstrain deformation of the piles and was one fifth due to creep of the pile material and to four fifths due to negative skin friction. Despite the small soil settlement, drag load due to accumulated negative skin friction along the piles was estimated to be about 200 KN.
Settlement of a Three-Storey Apartment Building on Piles
Area subsidence, and settlement and deformation in precast concrete piles supporting a three-story building were monitored over a three-year period. Soil profile was 3 m clay crust followed by 13 m of normally consolidated soft clay above sand. Anticipated groundwater table lowering was monitored in three piezometers (open pipes) along with measurements of settlement and shortening of four piles under the building, and settlement of ground surface and building. The results showed that incorporating water infiltration was successful in preventing lowering of the groundwater table. The settlement of the ground surface was consequently negligible, about 20 mm, and the pile deformation was small. The load applied to the piles from the building caused the piles and building to settle about 2 mm. During the following three years, a further 1 mm settlement was observed of which the settlement of the pile toe was about 0.2 mm. The pile shortening corresponded to 500 microstrain deformation of the piles and was one fifth due to creep of the pile material and to four fifths due to negative skin friction. Despite the small soil settlement, drag load due to accumulated negative skin friction along the piles was estimated to be about 200 KN.
Settlement of a Three-Storey Apartment Building on Piles
Fellenius, Bengt H. (author)
GeoCongress 2012 ; 2012 ; Oakland, California, United States
Full-Scale Testing and Foundation Design ; 257-273
2012-03-29
Conference paper
Electronic Resource
English
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