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International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308 (Print),

ISSN 0976 – 6316(Online) Volume 4, Issue 1, January- February (2013), © IAEME

1

NUMERICAL MODELING OF REINFORCED SOIL SEGMENTAL

WALL UNDER SURCHARGE LOADING

Machhindra S.Purkar

1, Sunil Y. Kute

2

K. K. Wagh Institute of Engineering and Research Center, Nashik, Maharashtra, India. 1Research Scholar

2Professor and Head of Research Center.

Correspondence to: M. S. Purkar, India. E-mail: [email protected]

ABSTRACT

This paper outlines the finite element procedure for simulating the performance of a

reinforced soil segmental (modular blocks) wall. Analyses were performed using a software

code which is developed in FORTRAN and validated for reported case histories in the

literature. The material properties of the wall like backfill, foundation, modular concrete

fascia blocks and reinforcement were expressed using linear elastic models. A series of

parametric studies was conducted to identify effects of reinforcement, stiffness and Poison’s

ratio of backfill and foundation strata on the performance of the wall. Increased stiffness of

backfill and foundation improves the performance of the wall by restraining the front face

deformation. The design charts for deflections at top and bottom and also, height of rotation

are developed in the current work by varying the stiffness of backfill and foundation. These

charts are useful to the designer to choose appropriate backfill and also, to ascertain the

suitability of available foundation for the construction of wall, considering codal provisions

regarding deformation limits at the front face of the wall.

Key words: reinforced earth wall; finite element analysis; yielding foundation; serviceability

criteria; uniform surcharge; segmental wall.

1. INTRODUCTION

The reinforced soil structure has gained increasing popularity for replacing the

conventional retaining wall. As a result, various procedures have been proposed for designing

the said structures [1]. However, the currently used design procedures could only be regarded

as semi-empirical. They are mostly based on the limit equilibrium method (LEM) which

INTERNATIONAL JOURNAL OF CIVIL ENGINEERING AND

TECHNOLOGY (IJCIET)

ISSN 0976 – 6308 (Print)

ISSN 0976 – 6316(Online)

Volume 4, Issue 1, January- February (2013), pp. 01-15

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2

evaluates the internal and external stabilities of the structures at their ultimate strength

condition. Due to its inability to consider the operational conditions of the structures, such as

the construction sequence, soil structure interaction and load-displacement relationship.

LEM-based design has to be encompassed with high factor of safety. The study by Claybourn

and Wu [2], which evaluated the most commonly used LEM-based design procedures, clearly

demonstrated this fact and it directly reflects our general lack of understanding of the

performance of reinforced soil structures.

When compared with LEM, the finite element method (FEM) more powerful analytical

tool for solving the boundary value problems. It renders informations such as the deformation

and stress-strain distribution in the structure subject to complex geometries, boundary and

loading conditions. These informations are highly required in designing the important civil

engineering structures. Also, the design of any structure needs to consider two limit states,

the serviceability and ultimate limit state. In case of reinforced soil the serviceability is

checked at working conditions to ensure that, it will retain the characteristics necessary for it

to fulfill its function throughout its life without the need for abnormal maintenance. The

ultimate limit state relates to all potential collapse mechanisms that can be identified, to

major damage or deformations in excess of acceptable limits.

Also, the behaviour of a reinforced soil retaining structures constructed on a rigid

foundation has been extensively investigated both experimentally and theoretically in past

and many current design criteria’s are based partly on this research [3-19]. However, the

behaviour of these reinforced soil walls constructed on soft or yielding foundations has

received limited attention [20-30] and many questions still remain as to the performance and

response of these structures. The overall behaviour of a reinforced earth wall constructed on

yielding foundation, including a review of the vertical stress and displacement at the base of

the wall, the horizontal stress behind the wall facing and strain pattern in the reinforcement,

has not been examined. Hence, the current investigation deals with a short-term analysis of a

reinforced soil wall constructed on a yielding foundation and analyses the key factors

influencing the wall behaviour.

2. PARAMETRIC DETAILS

The analysis of reinforced earth wall is carried out by considering the different

parameters which are discussed below.

2.1 Typical cross section The typical cross section of the earth wall along with the underlying foundation strata

is shown in Fig. 1, in which ‘b’ denotes the roadway width, and ‘H’ denotes the wall height.

The underlying foundation strata are assumed to be a semi-infinite granular formation. The

modular concrete blocks with reinforcement attached to the blocks are assumed in the

investigation. A concrete footing protection block was cast at the toe of the wall at the early

stages of construction to prevent the base of the wall from significantly pushing out.



3

Fig. 1 Typical cross-section of reinforced earth wall resting upon the semi infinite foundation strata

2.2 Soil in earth wall

Three types of granular (c-φ ) soils are considered for the construction of the earth

wall. The engineering properties of these three types of embankment (backfill) material are

presented in Table 1. [31].

Table 1. The engineering properties of the backfill material.

Sr.

No.

Soil

designation

Soil modulus,

E (kPa)

Poison’s ratio

(m)

Unit weight,

γ ( KN/m3)

1 E1 1.00E+05 0.300 18.5

2 E2 5.00E+04 0.275 18.0

3 E3 1.00E+04 0.250 17.5

2.3 Soil in the Foundation Strata Six types of soil are considered in the foundation strata. The engineering properties of

these six types of soil are presented in Table 2. [31].

Table 2. The engineering properties of the soils constituting foundation strata.

Sr. No. Soil

designation

Soil modulus,

E (kPa) Soil density, γ

( KN/m3)

Poison’s ratio (m)

1 2 3 4 5

1 F1 1.00E+02 16.5 For each value of ‘E’

shown in column-03, three

values of Poison’s ratio of

foundation strata namely

0.30, 0.35, and 0.40 are

considered.

2 F2 1.00E+03 17.0

3 F3 1.00E+04 17.5

4 F4 1.00E+05 18.0

5 F5 1.00E+06 18.5

6 F6 1.00E+07 19.0



4

2.4 Steel reinforcement

The reinforcement considered in the analysis is galvanized iron strips of 4 cm wide

and sectional area of 1.0 cm2 placed at 50 cm vertical spacing. The elastic properties of

reinforcement assumed in the analysis are: modulus of elasticity (E) 200 GPa, and poison’s

ratio (m) 0.30. [32-33].

2.5 Fascia modular concrete blocks A vertical column of the modular concrete blocks as a fascia element is provided to

support the reinforced system. The fascia element is 20.0cm thick with a concrete of the

grade M25, hence its material properties are: E=2.5x107 kPa, γ =25 Kn/m

3 and µ=0.15 [16].

2.5 Surcharge loading (q)

A uniform surcharge of magnitude 40 kPa for the considerations to the additional

traffic road, extending over the full width of roadway is considered in the analysis [34].

3. FINITE ELEMENT IDEALIZATION

The software developed in FORTRAN for the analysis of reinforced earth retaining

wall and tested for reported case histories in the literature is used to conduct the numerical

analysis. The reinforced earth wall with modular fascia concrete blocks was idealized as two-

dimensional and a plain-strain FE analysis was performed.

From Fig. 1, it is easy to recognize that the system under consideration has a vertical axis of

symmetry; hence, it is adequate to analyze only half section as shown in Fig. 2. The

boundaries of the section being investigated are based on the following assumptions.

i) The boundary defined by the vertical axis of symmetry represents a boundary with

horizontal displacement being restrained.

ii) The infinite domain of the foundation strata is curtailed vertically at a depth ‘D’, and the

boundary so formed is assumed to be restrained horizontally as well as vertically.

iii) The infinite lateral boundary of the foundation strata on the left is curtailed at a distance

‘L’, and resulting boundary is assumed to be restrained in horizontal direction.

The zone so developed is idealized through square elements of size 0.5m by 0.5m. The

backfill of earth wall and foundation soil have been discretized using 2D four nodded

isoparametric plane strain quadrilateral element. The geometry nodal point locations, loading

and the coordinate system for this element are shown in Fig. 3. Every element is defined by

four nodal points having two degrees of freedom at each node, i.e. translation in X and Y

directions. A unit thickness is assumed for the element. The material properties as a input for

this element, for isotropic elastic case, are soil modulus ‘E’, Poison’s ratio ‘m’ and soil

density ‘γ ’.

The reinforcing elements have been modeled as two-dimensional line element. It is uniaxial

tension/compression element with two degrees of freedom at each node (Translation in nodal

X and Y directions). No bending of element is considered. The element is defined by two

nodal points. The cross sectional area, and material properties (E, m) are the input for this

element. The displacement direction for the line element is assumed to be linear.

The fascia element have the behavior of that of an articulated column, hence it is represented

through two nodded elements with only axial mode of deformation. In addition for in depth

investigation between the line elements representing the fascia elements and the adjoining

wall surface, the interface elements are incorporated. As the fascia elements are line elements,



5

the poisons ratio (µ) does not appear in the formation of the element characteristics. Pilot run of the

problems indicate that for a wide range of the interface moduli (Ks, Kn); the response is more or less

unaffected. Hence the following typical values for them are assumed in the current investigations for

the formulations of interface element i.e. Ks=90 kPa and Kn=60 kPa.

It was found that, the common approach of providing equally spaced truncated reinforcement with

reinforcement length (L) to wall height (H) ratio, L/H equal to 0.7, provides a relatively efficient

distribution of reinforcement force. In contrast, the approach of varying reinforcement spacing in an

attempt to mimic the horizontal stress distribution provided to be less efficient and is not

recommended. Varying reinforcement length, i.e. reinforcement extended to the zero force line, did

not provide any significant improvement in force distribution relative to the truncated reinforcement

of L/H=0.7. Hence, in the current investigation, the minimum ratio L/H=0.7 is maintained [35-36].

Fig. 2 The details of symmetrical section considered in the analysis

Fig. 3 Finite element idealization for reinforced wall system with modular concrete fascia blocks



6

3.1 Details of Idealization Scheme

Full information of the idealized system, considered in analysis is presented in Table

3. The details of the four material types presented in Table 3 are, backfill material used for

the construction of earth wall, foundation material assumed below the earth wall, the steel

reinforcement used as reinforcement in the earth wall and the modular concrete blocks used

to support the fascia of the wall.

Table 3. Details of finite element idealization scheme

Sr.

N

o.

H(

m)

b(m) Number of elements Total

no. of

eleme

nts

Tota

l no.

of

node

s

Total

no. of

bound

ary

nodes

Backfi

ll

Foundati

on

Reinfo

r-

cemen

t

Fascia wall

Line

eleme

nt

Interfa

ce

eleme

nt

1 7.

5

12.0 180 855 156 15 15 1221 1123 103

4. FINITE ELEMENT ANALYSIS

The reinforced earth wall is discretized as discussed in section 3. The parametric

investigations are carried out by varying the properties (vide Table 1 and Table 2) of

embankment and foundation strata. The response derived for deflected front face profile of

wall for wall height 7.5m and roadway width 12.0m, considering self-weight of wall are

presented in Figs. 4a-i. The modulus of elasticity of reinforcement equal to 200 GPa and

sectional area of 1.0cm2

is kept constant for all investigations.

The stiffness values of backfill and foundation are expressed in ‘kPa’ as shown in Figs. 4a-i.

Each figure shows the variation of front face deflections for a particular value of stiffness

(kPa) and Poison’s ratio of embankment and by varying the stiffness of foundation strata to

seven types and keeping Poison’s ratio of foundation constant as shown in legend. The

outward deflections from the vertical line of the wall at the base are plotted as negative values

and inward deflections at the top are plotted as positive values.

0

2

4

6

8

-5 0 5Deflection, mm

Heig

ht

of

wal

l, m

.

E=1.00E+02

E=1.00E+03

E=1.00E+04

E=1.00E+05

E=1.00E+06

E=1.00E+07

Embankment

E=1.00E+05

m=0.30

Foundation

m=0.30

0

2

4

6

8


Hei

gh

t of

wal

l, m

.

E=1.00E+02

E=1.00E+03

E=1.00E+04

E=1.00E+05

E=1.00E+06

E=1.00E+07

Embankment

E=1.00E+05

m=0.30

Foundation

m=0.35

(a) (b)



7

0

2

4

6

8


Hei

gh

t of

wall

, m

.

E=1.00E+02

E=1.00E+03

E=1.00E+04

E=1.00E+05

E=1.00E+06

E=1.00E+07

Embankment

E=1.00E+05

m=0.30

Foundation

m=0.40

0

2

4

6

8

-8 -4 0 4 8Deflection, mm

Hei

gh

t o

f w

all,

m.

E=1.00E+02

E=1.00E+03

E=1.00E+04

E=1.00E+05

E=1.00E+06

E=1.00E+07

Embankment

E=5.00E+04

m=0.275

Foundation

m=0.30

(c) (d)

0

2

4

6

8


Hei

ght

of

wall

, m

.

E=1.00E+02

E=1.00E+03

E=1.00E+04

E=1.00E+05

E=1.00E+06

E=1.00E+07

Embankment

E=5.00E+04

m=0.275

Foundation

m=0.35

0

2

4

6

8

-8 -4 0 4 8

Deflection, mm

Heig

ht

of

wal

l, m

.

E=1.00E+02

E=1.00E+03

E=1.00E+04

E=1.00E+05

E=1.00E+06

E=1.00E+07

Embankment

E=5.00E+04

m=0.275

Foundation

m=0.40

(e) (f)

0

2

4

6

8


Heig

ht

of

wall

, m

.

E=1.00E+02

E=1.00E+03

E=1.00E+04

E=1.00E+05

E=1.00E+06

E=1.00E+07

Embankment

E=1.00E+04

m=0.25

Foundation

m=0.30

0

2

4

6

8


Heig

ht

of

wall

, m

.

E=1.00E+02

E=1.00E+03

E=1.00E+04

E=1.00E+05

E=1.00E+06

E=1.00E+07

Embankment

E=1.00E+04

m=0.25

Foundation

m=0.35

(g) (h)

Fig. 4 (a-i) Response details of front face deflected profile of earth wall for H=7.5m, b=12m



8

4.1 Wall resting on weak foundation

The results presented in Figs. 4a-i, show that, so long as the foundation stiffness

represented by the value of ‘E’ is less than that of backfill (i.e. wall resting on weak

foundation), the vertical face of the wall deflects in a manner which is shown schematically

in Fig. 5a. The deflected profile as shown in Fig. 5a. is characterized by inward deflection at

the top of the wall and outward deflection at the base; thereby, it has point of rotation over

the wall height. The profile shape is approximately parabolic and if, its theoretical details are

required, then over the data, the parabolic expression could be fitted by considering the point

of rotation and its location and the amount of deflection at the top and the base of the wall.

Hence to define the complete behavior of deflected profile, it needs to define the maximum

deflection at top and base and also the height of rotation.

0

2

4

6

8


Heig

ht

of

wal

l, m

E=1.00E+03

Embankment

E=5.00E+04

m=0.275

Foundation

m=0.40

0

2

4

6

8


Hei

gh

t o

f w

all,

m

E=1.00E+07

Embankment

E=5.00E+04

m=0.275

Foundation

m=0.40

(a) (b) Fig. 5. Response of wall. (a) resting on weak foundation and (b) resting on strong foundation

4.2 Wall resting on strong foundation In case of the foundation soil having value of stiffness ‘E’ equal to or more than that

of the reinforced backfill (i.e. wall resting on strong foundation), it is observed that, the

deflection at the top is in the inward direction and significant and the deflection at the base is

almost zero. Thereby, it has point of rotation over the wall height. The profile shape is

approximately parabolic. The apex of the parabola defines the maximum outward deflection

suffered by the wall (Fig. 5b). Hence for strong foundation to check the codal serviceability

requirement, the deflections at top, deflection at bulge and its location is necessary. The

maximum deflections at bulge and its location for various wall heights will be reported in the

next paper (part-II).

As reported in section 4, the analysis of reinforced earth wall is carried out for self-weight, is

also carried out for a uniform surcharge of 40 kPa extending over a full width of the wall.

The front face deflections at top and base and the height of rotation from base in percentage

height are plotted in Figs. 6a-i, for the entire range of three types of embankment and seven

types of foundations. In each Figure the stiffness and Poison’s ratio of embankment is kept

constant. Front face deflections are plotted by varying the stiffness of foundation to six types.

First three series shows the variation of front face deflections by varying Poison’s ratio of

foundation to 0.30, 0.35 and 0.40 for self-weight of the wall. Next three series shows the

variation of front face deflections by varying the Poison’s ratio of foundation to 0.30, 0.35

and 0.40 for a constant surcharge of 40 kPa extended over full width of the wall.



9

0

1

2

3

4

1.E+02 1.E+03 1.E+04 1.E+05 1.E+06 1.E+07

Foundation stiffness, kPa)

Defl

ect

ion

, m

m. m=0.30,q=0.00

m=0.35,q=0.00

m=0.40,q=0.00

m=0.30,q=40.0 Kpa

m=0.35,q=40.0 Kpa

m=0.40,q=40.0 Kpa

Embankment

E=1.0E+05, m=0.30

(a)

0

2

4

6

8

1.E+02 1.E+03 1.E+04 1.E+05 1.E+06 1.E+07

Foundation stiffness, kPa

Defl

ecti

on

, m

m. m=0.30,q=0.00

m=0.35,q=0.00

m=0.40,q=0.00

m=0.30,q=40.0 Kpa

m=0.35,q=40.0 Kpa

m=0.40,q=40.0 Kpa

Embankment

E=5.0E+04, m=0.275

(b)

0

10

20

30

40

1.E+02 1.E+03 1.E+04 1.E+05 1.E+06 1.E+07


Defl

ecti

on

, m

m. m=0.30,q=0.00

m=0.35,q=0.00

m=0.40,q=0.00

m=0.30,q=40.0 Kpa

m=0.35,q=40.0 Kpa

m=0.40,q=40.0 Kpa

Embankment

E=1.0E+04, m=0.25

(c)



10

-6

-4

-2

0

1.E+02 1.E+03 1.E+04 1.E+05 1.E+06 1.E+07


Def

lect

ion

, m

m.

m=0.30,q=0.00

m=0.35,q=0.00

m=0.40,q=0.00

m=0.30,q=40.0 Kpa

m=0.35,q=40.0 Kpa

m=0.40,q=40.0 Kpa

Embankment

E=1.0E+05, m=0.30

(d)

-8

-6

-4

-2

0

1.E+02 1.E+03 1.E+04 1.E+05 1.E+06 1.E+07


Defl

ecti

on

, m

m. m=0.30,q=0.00

m=0.35,q=0.00

m=0.40,q=0.00

m=0.30,q=40.0 Kpa

m=0.35,q=40.0 Kpa

m=0.40,q=40.0 Kpa

Embankment

E=5.0E+04, m=0.275

(e)

-20

-10

0

10

20

1.E+02 1.E+03 1.E+04 1.E+05 1.E+06 1.E+07


Def

lect

ion,

mm

. m=0.30,q=0.00

m=0.35,q=0.00

m=0.40,q=0.00

m=0.30,q=40.0 Kpa

m=0.35,q=40.0 Kpa

m=0.40,q=40.0 Kpa

Embankment

E=1.0E+04, m=0.25

(f)



11

0

0.2

0.4

0.6

0.8

1

1.E+02 1.E+03 1.E+04 1.E+05 1.E+06 1.E+07


Heig

ht,

(%

)

m=0.30,q=0.00

m=0.35,q=0.00

m=0.40,q=0.00

m=0.30,q=40.0 Kpa

m=0.35,q=40.0 Kpa

m=0.40,q=40.0 Kpa

Embankment

E=1.0E+05, m=0.30

(g)

0

0.2

0.4

0.6

0.8

1

1.E+02 1.E+03 1.E+04 1.E+05 1.E+06 1.E+07


Heig

ht,

(%

)

m=0.30,q=0.00

m=0.35,q=0.00

m=0.40,q=0.00

m=0.30,q=40.0 Kpa

m=0.35,q=40.0 Kpa

m=0.40,q=40.0 Kpa

Embankment

E=5.0E+04, m=0.275

(h)

0

0.2

0.4

0.6

0.8

1

1.E+02 1.E+03 1.E+04 1.E+05 1.E+06 1.E+07


Heig

ht,

(%

)

m=0.30,q=0.00

m=0.35,q=0.00

m=0.40,q=0.00

m=0.30,q=40.0 Kpa

m=0.35,q=40.0 Kpa

m=0.40,q=40.0 Kpa

Embankment

E=1.0E+04, m=0.25

(i)

Fig. 6 Response details, (a, b, c) front face deflections at the top, (d, e, f) deflections the base,

and (g, h, i) the height of rotation, for H=7.5m and b=12.0m.



12

The observations noted from Figs. 6a-i, show that, the response derived for the 7.50m wall

height and 12.0m road width, for above parametric investigation, with self-weight as well as

with a surcharge of 40.0 kPa remains same. But the magnitudes of inward front face

deflections at top, in case of weak foundation increase by 30% to 40% due to surcharge and

for strong foundation the front face deflections at top are also, inward and they increase 50%

to 60%.due to surcharge. The outward front face deflections at base for weak foundation

increase by 30% to 40%.due to surcharge and for strong foundation they tend to zero. For

weak foundation, the front face deflections are sensitive to Poison’s ratio, but for strong

foundation, they are insensitive to Poison’s ratio.

The height of rotation which is expressed in terms of percentage wall height is observed to

be almost constant for weak and strong foundation and it varies from 70% to 75% for self-

weight of wall and 75% to 85% for a surcharge of 40kPa.

11. SUMMARY AND CONCLUSIONS

The physical data presented in this paper and the lessons learnt after investigating the

response of a reinforced soil with segmental wall are of value to researchers engaged in

developing better understanding of reinforced soil wall behavior. Specific important

conclusions in this regard are summarized below.

1. When the wall resting on strong foundation, the rotation of reinforced earth wall is

observed at a particular height, imparting inward deflection at the top of wall and outward

deflection at the base of wall.

2. In case of wall resting on strong foundation also, the rotation of reinforced earth wall is

observed at a particular height. But, inward deflection at the top of wall is significant and

the deflection at the base of wall tends to zero.

3. In case of weak foundation, the response of the wall is sensitive to Poison’s ratio. The

front face deflections are changing as the Poison’s ratio increases. But for strong

foundation, the response is insensitive to Poison’s ratio.

4. Design correlations have been plotted using finite element method for three

types of embankments and seven types of foundation strata for different parameters

like, deflections at top, deflections at base, height of rotation.. This will help the

designer to choose appropriate backfill and also, to ascertain the suitability of foundation

for the construction of wall considering codal provisions regarding deformation limits at

the front face of the wall.

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13

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38. S.R.Debbarma and S.Saha, “An Experimental Study on Growth of Time-Dependent

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