Reliability-based settlement analysis of embankments over soft soils reinforced with T-shaped deep cement mixing piles

doi:10.1007/s11709-022-0825-1

Front. Struct. Civ. Eng.

2022, Vol. 16

Issue (5) : 638-656 https://doi.org/10.1007/s11709-022-0825-1

RESEARCH ARTICLE

Reliability-based settlement analysis of embankments over soft soils reinforced with T-shaped deep cement mixing piles

Chana PHUTTHANANON¹, Pornkasem JONGPRADIST¹(

), Daniel DIAS^2,³, Xiangfeng GUO², Pitthaya JAMSAWANG⁴, Julien BAROTH²

¹. Construction Innovations and Future Infrastructures Research Center, Department of Civil Engineering, Faculty of Engineering, King Mongkut’s University of Technology Thonburi, Bangkok 10140, Thailand
². 3SR Laboratory, Grenoble INP, French National Centre for Scientific Research (CNRS), Grenoble Alpes University, Grenoble 38000, France
³. Antea Group, Antony 92160, France
⁴. Soil Engineering Research Center, Department of Civil Engineering, King Mongkut’s University of Technology North Bangkok, Bangkok 10800, Thailand

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Abstract

This paper presents a reliability-based settlement analysis of T-shaped deep cement mixing (TDM) pile-supported embankments over soft soils. The uncertainties of the mechanical properties of the in-situ soil, pile, and embankment, and the effect of the pile shape are considered simultaneously. The analyses are performed using Monte Carlo Simulations in combination with an adaptive Kriging (using adaptive sampling algorithm). Individual and system failure probabilities, in terms of the differential and maximum settlements (serviceability limit state (SLS) requirements), are considered. The reliability results for the embankments supported by TDM piles, with various shapes, are compared and discussed together with the results for conventional deep cement mixing pile-supported embankments with equivalent pile volumes. The influences of the inherent variabilities in the material properties (mean and coefficient of variation values) on the reliability of the piled embankments, are also investigated. This study shows that large TDM piles, particularly those with a shape factor of greater than 3, can enhance the reliability of the embankment in terms of SLS requirements, and even avoid unacceptable reliability levels caused by variability in the material properties.

Keywords T-shaped deep cement mixing piles piled embankments settlement reliability analysis soil uncertainties

Corresponding Author(s): Pornkasem JONGPRADIST

About author:

Tongcan Cui and Yizhe Hou contributed equally to this work.

Just Accepted Date: 15 June 2022 Online First Date: 01 August 2022 Issue Date: 30 August 2022

Cite this article:

Chana PHUTTHANANON,Pornkasem JONGPRADIST,Daniel DIAS, et al. Reliability-based settlement analysis of embankments over soft soils reinforced with T-shaped deep cement mixing piles[J]. Front. Struct. Civ. Eng., 2022, 16(5): 638-656.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-022-0825-1
https://academic.hep.com.cn/fsce/EN/Y2022/V16/I5/638

variable	unit	distribution	$μ$ ^a)	$σ$ ^b)	$C O V$ ^c)		references
variable	unit	distribution	$μ$ ^a)	$σ$ ^b)	mean	range	references
$s u, soil$ ^d)	kPa	log-normal	15	3.6	24%	4%?44%	Phoon and Kulhawy [81]
$q u, pile$ ^e)	kPa	log-normal	200	100	50%	30%?70%	< 60%: Larsson et al. [31]20%?40%: Namikawa and Koseki [32]25%?55%: Liu et al. [33]22%?67%: Al-Naqshabandy et al. [35]30%?70%: Wijerathna and Liyanapathirana [38, 39]
$γ emb$ ^f)	kN/m³	log-normal	16	1.44	9%	3%?20%	Phoon and Kulhawy [81]

Tab.1 Summary of random variable parameters used in the reliability analysis

Fig.1 Layout of the simulated unit cell: (a) plan; (b) elevation view of the DCM piled embankment; (c) elevation view of the TDM piled embankment.

Fig.2 Mesh of the piled embankment.

Tab.2 Simulation process of the 2D axisymmetric modeling

parameters	symbols	soft clay
unit weight (kN/m³)	$γ$	15
secant stiffness (kPa)	$E 50 r e f$	2400 ( $E 50 r e f$ = $160 s u, soil$ )
tangential stiffness (kPa)	$E o e d r e f$	2400 ( $E o e d r e f$ = $E 50 r e f$ )
unloading and reloading stiffness (kPa)	$E u r r e f$	7200 ( $E u r r e f$ = $3 E 50 r e f$ )
Poisson’s ratio for unloading-reloading (–)	$ν u r$	0.20
power of the stress level dependency of the stiffness (–)	$m$	1
effective cohesion (kPa)	$c ′$	2
effective friction angle (°)	$? ′$	22
over consolidation ratio (–)	OCR	1.1
permeability-vertical direction (m/d)	$k y$	$0.1 × 10 ? 3$
permeability-horizontal direction (m/d)	$k x$	$0.2 × 10 ? 3$

Tab.3 Material properties in the Hardening Soil (HS) model used for soft soils [25]

parameters	symbols	SCM pile	embankment fill^a)	concrete slab
material model	–	MC	MC	LE
unit weight (kN/m³)	$γ$	15	16	25
elastic modulus (kPa)	$E ′$	$100 q u, pile$ ^b)	3000	$1 × 107$
Poisson’s ratio (–)	$ν ′$	0.33	0.25	0.20
effective cohesion (kPa)	$c ′$	$c u = 0.5 q u, pile$	10	–
effective friction angle (°)	$? ′$	25	26	–
permeability-vertical direction (m/d)	$k y$	$0.1 × 10 ? 3$	–	–
permeability-horizontal direction (m/d)	$k x$	$0.2 × 10 ? 3$	–	–

Tab.4 Material properties in the Mohr–Coulomb (MC) model used for the soil–cement mixing (SCM) piles and embankment fill and in the linear elastic (LE) model used for the concrete slab

Fig.3 Stress distribution along line CD for the reference DCM and TDM piled embankments.

Fig.4 Settlements within the embankment fill and the slab for different piled embankments: (a) settlement in the reference DCM piled embankment; (b) settlement in the reference TDM piled embankment.

Fig.5 Settlements in the reference DCM and TDM piled embankments.

Fig.6 Comparison of the differential settlement failure probabilities (

P f diff

) for the reference TDM piled embankment case obtained with the direct MCS and AK-MCS reliability methods.

parameters	unit	DCM	TDM#1	TDM#2	TDM#3	TDM#4	TDM#5
$D T D M$ ^a) or $D D C M$ ^b)	m	0.80	1.00	1.15	1.31	1.40	1.50
$d T D M$ ^c)	m	–	0.50	0.50	0.50	0.50	0.50
$H$ ^d)	m	–	3.12	2.18	1.60	1.37	1.17
$L T D M$ ^e) or $L D C M$ ^f)	m	6.00	6.00	6.00	6.00	6.00	6.00
$V p$ ^g)	m³	3.02	3.02	3.02	3.02	3.02	3.02
$α s$ ^h)	–	1.0	1.6	2.2	3.0	3.5	4.0
$a r$ ⁱ⁾	%	12.57	19.63	25.97	33.70	38.48	44.18

Tab.5 Case investigated in the parametric study

Fig.7 Impact of the pile shape factor (

α s

) on the differential settlement (

P f diff

), maximum settlement (

P f max

), and system (

P f sys

) failure probabilities of the piled embankment.

parameters	unit	range of values
$μ ? s u, soil$	kPa	5, 10, 15, 20, 25
$C O V ? s u, soil$	–	0.04, 0.24, 0.44
$μ ? q u, pile$	kPa	200, 300, 400, 500, 600, 700, 800
$C O V ? q u, pile$	–	0.3, 0.5, 0.7
$μ ? γ emb$	kN/m³	14, 15, 16, 18, 20
$C O V ? γ emb$	–	0.03, 0.09, 0.20

Tab.6 Parameters used in the parametric study to investigate the effects of the variabilities of soil parameters

Fig.8 Impact of the mean value of

s u, soil

(

μ ? s u, soil

) in association with the pile shape factor (

α s

) on the system failure probability (

P f sys

Fig.9 Impact of the coefficient of variation of

s u, soil

(

C O V ? s u, soil

) in association with the pile shape factor (

α s

) on the system failure probability (

P f sys

Fig.10 Impact of the mean value of

q u, pile

(

μ ? q u, pile

) in association with the pile shape factor (

α s

) on the system failure probability (

P f sys

Fig.11 Impact of the coefficient of variation of

q u, pile

(

C O V ? q u, pile

) in association with the pile shape factor (

α s

) on the system failure probability (

P f sys

Fig.12 Impact of the mean value of

γ emb

(

μ ? γ emb

) in association with the pile shape factor (

α s

) on the system failure probability (

P f sys

Fig.13 Impact of the coefficient of variation of

γ emb

(

C O V ? γ emb

) in association with the pile shape factor (

α s

) on the system failure probability (

P f sys

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