Mohr-Coulomb and Hardening Soil Model Comparison of the Settlement of an Embankment Dam

The shaft-grouted method has been applied on high-rise buildings in Ho Chi Minh City for the purpose of increasing the bearing capacity of barrette piles. The Exim Bank Building foundation, using two kinds of shaft-grouted barrette piles, was 65m (TP1) and 85m (TP2) in depth. To assess the bearing capacity, this project assembly used the O-cell tools installed at 49m depth below the pile head level. Shaft grouting was performed from -25m to the TP1 pile toe level and -65m to the TP2 pile toe level. This work is based on the data from the O-cell experiments at the construction site and the results of finite element simulation in Plaxis software. The effectiveness of shaft grouting was analyzed and the length and position of the ejector were evaluated and compared in order to find the best solution for applying shaft grouting with the aim to ensure safety and mitigate economic problems.

“…The determination of the input data for the model is made on the basis of the correlation equations and empirical researches [9,[12][13][14] as follows:…”

Section: B Fem Analysismentioning

confidence: 99%

Effects of Shaft Grouting on the Bearing Behavior of Barrette Piles: A Case Study in Ho Chi Minh City

Nguyen

2021

“…In addition, quick lowering of the reservoir could be necessary in a case of an emergency. The main parameters on which the safety of a dam depends are soil properties, pressure of water, and geometry [1][2][3]. In case of drawdown, pore pressures in the upstream side of the dam reduce which ultimately disturbs the equilibrium conditions of the dam.…”

Section: Imentioning

confidence: 99%

Numerical Analysis of Rapid Drawdown of an Embankment Dam

Bhutto

Bhurgri

Zardari

et al. 2020

Self Cite

Numerical analysis for the safe rate determination of lowering of an embankment dam was performed in this study with the use of the finite element method. Coupled deformation and consolidation analysis were carried out for staged construction and drawdown of a 59m embankment dam for varying undrained shear strength of the clay core. The lowering of the reservoir was performed at different depths between two extreme scenarios, i.e. rapid lowering rate (1m/day) and slow lowering rate (0.1m/day). The reservoir of the dam was lowered to a depth from 10m to 55m in gradual increments. The results indicated that the safety of the dam was satisfactory when the reservoir was lowered at the quick rate for a depth of 10m, 20m, 30m respectively when the undrained shear strength of the clay core was taken as 20, 25 and 30kN/m2. Regarding the case of slow drawdown rate of the reservoir, it was found that the reservoir could be lowered up to a depth of 55m at a rate of 0.1m/day when the undrained strength of clay core was 25kN/m2. The stability of the dam was also found satisfactory even though the reservoir was lowered at a rate of 0.25m/day for a depth of 55m when the undrained shear strength of clay core was 30kN/m2.

“…In order to ensure the safety of both the existing and the proposed dams in Pakistan, it is necessary to investigate the strength properties of local soils and their effects on the stability of the dams during their service life. There are very few case studies published on the stability issues of dams in Pakistan [3][4][5][6][7][8][9][10][11][12][13]. To the best of our knowledge no parametric analysis on the effects of strength properties on the stability of embankment dams with respect to local site conditions in Pakistan has been published.…”

Section: Imentioning

confidence: 99%

Parametric Analysis of an Embankment Dam’s Stability

Bhutto

Zardari

Bhurgri

et al. 2019

Self Cite

This paper presents a stability parametric analysis of a 59m high embankment dam. The analysis was performed in order to evaluate the minimum values of strength parameters that satisfy the stability requirements of the dam. The parametric analysis was conducted for three main zones of the dam: upstream shell, core, and downstream shell, which consisted of sandy gravel, clay, and random fill respectively. The friction angles of these materials were gradually decreased in order to represent different soil conditions. It was observed that stability requirements for the end of construction and after the filling of the reservoir could be satisfied if friction angle values of the sandy gravel and the random fill are 34º and 32º, instead of 37º and 34º. However, the value of the core’s cohesion could be utilized as 30º without any reduction so that the dam could be safe after the filling of the reservoir. The results of this study could be beneficial to practicing engineers for the design of safe and economical embankment dams.