Field testing of geosynthetic-reinforced and column-supported earth platforms constructed on soft soil

doi:10.1007/s11709-014-0255-9

Front. Struct. Civ. Eng.

2014, Vol. 8

Issue (2) : 124-139 https://doi.org/10.1007/s11709-014-0255-9

RESEARCH ARTICLE

Field testing of geosynthetic-reinforced and column-supported earth platforms constructed on soft soil

Qiangong CHENG(

),Jiujiang WU,Dongxue ZHANG,Fengping MA

Department of Geological Engineering, Southwest Jiaotong University, Chengdu 610031, China

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Abstract

This paper is focused on the behavior of geosynthetic-reinforced and column-supported (GRCS) earth platforms in soft soil. By analyzing the data of a 15-month long field monitoring project, the bearing behavior and effectiveness of GRCS earth platforms are discussed in detail. It can be found that the soil arching is generated when the filling reaches a certain height. The measured pressure acting on the soil in the center of four piles was smaller than that acting on the soil between two piles. The elongation and the tension of the geogrid located in the soil between piles are both larger than the corresponding values on the pile top. The skin friction of piles is relatively small in the soil layer with low strength and the load transfer of the axial force in those layers is significant; meanwhile, the opposite situation occurs in the soil layer with high strength. The pore water pressure at shallow locations increases slightly with the filling height and is greatly affected by the increasing filling load. The layered settlement is directly proportional to the filling height, and the corresponding amount is relevant to the locations and the properties of specific soil layers. Additionally, the lateral displacement of the embankment increases with greater loading and decreases with increased depth. These suggest that the use of GRCS system can reduce lateral displacements and enhance the stability of an embankment significantly.

Keywords geosynthetic-reinforced and column-supported (GRCS) earth platforms soft soil bearing behavior settlement and deformation field testing

Issue Date: 19 May 2014

Cite this article:

Qiangong CHENG,Jiujiang WU,Dongxue ZHANG, et al. Field testing of geosynthetic-reinforced and column-supported earth platforms constructed on soft soil[J]. Front. Struct. Civ. Eng., 2014, 8(2): 124-139.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-014-0255-9
https://academic.hep.com.cn/fsce/EN/Y2014/V8/I2/124

Fig.1 Soil description, soil profile and CPT data

Tab.1 The measured values of subgrade fillings

Fig.2 Cross-sectional view of the strengthening scheme (unit: m).

Fig.3 Layout of the earth pressure cells

Fig.4 Placement of the main instruments. (a) Fastened displacement transducers on the geogrid; (b) settlement tube tied up with magnetic cores; (c) monitored inclinometer tubes; (d) Installed pore pressure gauges

Tab.2 Types and quantities of instruments in the testing section

Fig.5 Layout of the substructure instruments (unit: m). (a) Layout of the pore pressure gauges and the wire stress gauges; (b) layout of the settlement tubes and the inclinometer tubes.

Fig.6 Curves of earth pressure versus filling height and time.

Fig.7 Earth pressure on the pile top and soil pressure between piles plotted with filling height and time.

Fig.8 Curves for the pile-soil stress ratio plotted with filling height and time

Tab.3 Calculation results for the geogrid

Fig.9 Elongation measured by the flexible displacement transducer with the filling height as a function of time

Fig.10 Curves for the axial force measured by TP1 as a function of depth

Fig.11 Distribution of the axial force measured by TP2 as a function of depth

Fig.12 Side friction measured by TP1 as a function of depth

Fig.13 Side friction measured by TP2 as a function of depth

Fig.14 Curves for the pore water pressure at shallow locations with increasing filling height

Fig.15 Curves for the pore water pressure at deep locations with increasing filling height

Fig.16 Curves for the layered settlement measured by ST1 and the filling height as a function of time

Fig.17 Curves for the layered settlement measured by ST2 and the filling height as a function of time

Fig.18 Curves for the layered settlement measured by ST3and the filling height as a function of time

Fig.19 Curves for the layered settlement measured by ST4 and the filling height as a function of time

Fig.20 Curves for the layered settlement measured by ST5 and the filling height as a function of time

Fig.21 Curves for the layered settlement measured by ST6 and the filling height as a function of time

Fig.22 Contours of the foundation settlement on the 45th day (unit: mm)

Fig.23 Contours of the foundation settlement on the 113th day (unit: mm)

Fig.24 Contours of the foundation settlement on the 142nd day (unit: mm)

Fig.25 Curves for the lateral displacement measured by IT3 with time

Fig.26 Curves for the lateral displacement measured by IT4 with time

Fig.27 Curves for the maximum lateral displacement as a function of time and load

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