scholarly journals Analysis of the application results of the traditional vacuum preloading method: A case study

2020 ◽  
Vol 198 ◽  
pp. 01032
Author(s):  
Wenbin Liu
Keyword(s):  
Soft Clay ◽  
Sand Layer ◽  
Clay Layer ◽  
Site Testing ◽  
Vacuum Preloading ◽  
Bearing Strength ◽  
Testing Data ◽  
Lateral Drainage ◽  
Preloading Method

The traditional vacuum preloading method is a common way for enhancing the bearing strength of the soft clay layer. In general, a serious of plastic drainage boards are plugged into the soft clay foundation, and a sand layer is covered above the soft clay layer to establish a space for lateral drainage of the clay before applicating vacuum load. This paper analysed the application results of the traditional vacuum preloading method with the help of the data from an engineering case. The in-site testing data of the variation of the pore pressure in clay layer and the settlement are collected to evaluate the benefit of traditional vacuum preloading method.

Improvement of very soft ground by a high-efficiency vacuum preloading method: A case study

2016 ◽  
Vol 35 (5) ◽  
pp. 631-642 ◽  
Author(s):  
Gang Zheng ◽  
Jingjin Liu ◽  
Huayang Lei ◽  
M. S. Rahman ◽  
Zaikun Tan
Keyword(s):  
High Efficiency ◽  
Soft Ground ◽  
Vacuum Preloading ◽  
Preloading Method

Numerical Study of Spudcan Penetration in Clay-Sand-Clay Soil

2016 ◽  
Author(s):  
Qilin Yin ◽  
Sheng Dong ◽  
Jinjin Zhai
Keyword(s):  
Finite Element ◽  
Yellow River ◽  
Numerical Study ◽  
Soft Clay ◽  
River Estuary ◽  
Small Strain ◽  
Penetration Resistance ◽  
Sand Layer ◽  
Clay Layer ◽  
Set Up

Aiming at simulating the preloading process of jack-up rig at drilling locations with typical stratum combination near the Yellow River estuary, FE models of interaction between spudcan and sub-soil are set up based on a large deformation finite element method known as Remeshing and Interpolation Technique with Small Strain (RITSS). The ABAQUS finite element package is used to calculate small strain solutions following each step. The seabed can be simplified as a three-layer deposits with soft clay layer, sand layer and soft clay layer from surface to bottom according to geological data. The backfill phenomenon during preloading is described. The results show that the surface soft clay falls onto the upper surface of spudcan very soon after the preloading process begins, afterwards the backfill tendency occurs in the middle sand layer. SNAME recommends two sets of formulas for calculating penetration resistance respectively for backfill penetration and penetration with no backfill. In this study the model with no backfill is realized by condition control in program codes and the penetration resistance is compared with the results of practical backfill model. The variance proves the shortcomings of the method given by SNAME.

scholarly journals Analisis Perkuatan Timbunan Di Atas Tanah Lunak Menggunakan Dinding Turap dengan Pendekatan Model Numerik

2019 ◽  
Vol 25 (1) ◽  
pp. 48
Author(s):  
Indra Noer Hamdhan ◽  
Fauziah Fitriani Iskandar
Keyword(s):  
Soft Clay ◽  
Vertical Deformation ◽  
Sand Layer ◽  
Clay Layer ◽  
Lateral Deformation ◽  
Sheet Pile ◽  
The Finite Element Method ◽  
Soil Layers ◽  
Wall Position ◽  
Sheet Pile Wall

Embankment on soft clay may be affect settlement at subgrade, causing lateral deformation and vertical deformation around embankment. Therefore, reinforcement is needed to overcome the effects caused of the embankment. This research was conducted to find out the influence of sheet pile wall of embankment using PLAXIS 2D program based the finite element method. The analysis was done by varying of two condition, they are installation of sheet pile wall under the embankment and the sheet pile wall outside embankment. Sheet pile wall installation is carried out before embankment construction and length of sheet pile wall in this model is 15 m. The soil layers beneath the embankment consist of 10 m layer of soft clay layer and 5 m of sand layer. The height of embankment in this analysis is 8 m, where the constructing of the embankment was done in stages. The distance of sheet pile wall position under embankment from toe of embankment are -9 m, -6 m, -3 m, 0 m, 3 m dan 6 m. The results of analysis show the effective position for displacement are toe of embankment. The Installation of sheet pile walls below the embankment will reducing deformation up to 78% and the safety factor will increase up to 10%.

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