Lecture27.pdf

GROUNDIMPROVEMENTFactorsaffectingthebehaviourand

performanceofreinforcedsoil

NPTELCourse

Prof.GLSivakumarBabuDepartmentofCivilEngineeringIndianInstituteofScienceBangalore560012Email:[email protected]

Lecture27

Reinforcement Reinforcementdistribution Soil Soilstate Construction

Forms(fibre,grid,anchor,bar,strip) Location Particlesize Density

Geometryofstructure

Surfaceproperties Compaction

DimensionsOrientation

Grading OverBurden Constructionsystem

Strength Mineralcontent Stateofstress Aesthetics

Stifness SpacingIndex

properties Degreeofsaturation Durability

Factors affecting the Behaviour and Performance of Reinforced Soil

ReinforcementForms: Steel strips, bars, geotextiles depend more onthe interfacial friction between soil & reinforcement forthe mobilization of tensile force, whereas anchorsdepend on the bond or pull out resistance, geogridsdepend on interfacial friction, bonding besides theinterlocking effect.Surface properties: Surface with roughened surfacesprovides better friction properties. Dimensions : The dimensions of reinforcement suchas length, diameter/thickness should be obtained tomeet design requirementsStiffness stiff for flexible type of reinforcements

Formsofreinforcement

Dimensions

Dimensions of the reinforcement are arrived at after ensuring the required strength and stiffness requirements from design considerations. Depending on the availability of the material, dimensions of the reinforcement such as length and diameter/thickness can be optimised. Many of the reinforcing materials and geosynthetic materials are available in standard dimensions and length and hence a proper choice considerably assists in reducing the wastage of the materials and the corresponding costs.

Stiffness

The longitudinal stiffness of the reinforcement governs the strain mobilization in the reinforced soil structure. The stress-strain characteristics of reinforcement are linear, whereas those of soil are non-linear. For a stable condition, the strain developed in the reinforced soil as a result of interaction between the soil and the reinforcement needs to be less than those mobilized in the soil alone. Assuming that tensile strain in the soil is the same as the strain in the soil (no slip) the maximum reinforcement can be estimated.

Straincompatibility

It is useful to determine the magnitude of tensile strain that develops in the soil and the reinforcement to understand the equilibrium condition. This is useful to ensure that a) design values for the reinforcement and the soil resistance can realistically be mobilized together and b) equilibrium can be achieved with the acceptable deformation of the structure (Jewell, 1996).

ReinforcementDistribution

Location, spacing &orientation of effect the behavior of

reinforced soil.

Reinforcement when placed in the direction of tensile

strains induces increased stability.

Optimum spacing should be chosen for the maximum

shear strength.

Spacingofreinforcementisafunctionofforcesthatneedtoberesisted,compactionthicknessetc.

SoilProperties Cohesionless fill

Cohesionless fill made of well graded & non corrosivematerial is preferred. Following properties are requiredbefore selecting cohesionless soils & index propertiesshall be determined for cohesive soils.1) Density 2) Grading 3) Uniformity Coefficient, Cu4) pH value 5) Chloride ion content 6) SO3 Content7) Angle of internal friction 8) Coefficient of frictionbetween fill & reinforcement.

Specificationsforcohesionlessfills

Sieve size % passing125 100 90 80 10075 65 100

37.5 45-10010 15-605 10 - 45

600 m 0 2563 m 0 12

Value of Cu 5 is considered acceptable. Properties such as pH value, chloride ion, SO3 content, resistivity and redox potential are associated with the durability of the reinforcing materials used and acceptable values for different reinforcing materials are given in BS 8006. The effective angle of internal friction of cohesionless soil (') should be 250. Friction between the fill and reinforcing elements is an important property to characterize the interaction between the soil and reinforcements is usually measured from direct shear tests.

Cohesivefrictionalfill

The main advantage of cohesive frictional fill is better availability when compared with frictional fill. Cohesive frictional fill is specified in standards such as UK code of Practice for Reinforced Soil, BS 8006:2000. Knowledge of the material properties such as a) cohesion under effective stress conditions, b) adhesion between the fill and the reinforcing elements under effective stress conditions, c) liquid limit, d) plasticity index, e) consolidation parameters is required for the selection of cohesive frictional fill. Besides these properties, requirements such as grading, density, friction angle need to be satisfied similar to the case of cohesionless materials.

The select backfill is placed and compacted in layers. Heavy equipment should not come within 1.5 metres of the wall face. Compact close to the wall with hand operated vibrating plates or rollers. The degree of compaction required should not be less than 95 percent of the maximum dry density (Standard Compaction). The backfill should never be placed with a moisture content higher than Optimum Moisture Content.

SoilStateFactors such as overburden, state of soil, drainageconditions & degree of saturation affect the response ofreinforced soil structure.The state of stress in the reinforced soil needs to beassessed to know the earth pressure distribution behindthe retaining wall.

Bolton(1986)proposedasimplifiedrelationshipbetweenthepeakfrictionangleandtheresidualorconstantvolumefrictionanglegivenby

where intheangleofdilatancywhichdenotestheeffectofcompactionsandthetendencyfordilation.Higheranglesofdilationsdenotehighernormalstressonthereinforcement,whichincreasesthepulloutresistanceofreinforcement.

8.0'cs'p

Constructionfactors

Construction variables such as geometry ofstructure, compaction, construction system,aesthetics & the durability of reinforced elementsaffect the techniques such as earth pressuredistribution, tensile forces mobilized & thedeformation.

The amount of compaction should be estimated sothat the reinforcement members where thecompaction stresses are predominant do not fail.

24

Analysis of performance of Soil nailed retaining walls

33

ROAD

34

ROAD

Conventional Retaining Wall

35

Design

Walls were designed with coherent gravity method

GEOMETRY AND DESIGNGeometry

36

Discretisation

Soil - Mohr Coulomb model

Nails - Elastic-pile elements

Parameters adopted Value usedCohesion (c) 10 to 20 kPaAngle of internal friction () 250Unit weight () 18 kN/m3Modulus of elasticity (ES) 20 MPaPoissons ratio () 0.3Nail Properties:Diameter (d) 0.02 mLength (L) 3.5 mSpacing of nails (Sv x Sh ) 0.5m x 0.5m for location I and

0.4m x 0.4m for location IIModulus of elasticity (E) 2 x 1011 N/m2

RCC Facing:Thickness (t) 0.1 mModulus of elasticity (EC) 2 x 1010 N/m2Cross-sectional area (A) 0.1 m2 /m lengthMoment of inertia (I) 8.334 x 10-5 m4/m length

38

STABILITYANDDEFORMATIONANALYSIS

The results are presented in terms of behaviour of

Forces mobilized in reinforcement

Horizontal deformations in soil nailed structure

Critical depth of excavation

39

-5

-4

-3

-2

-1

0

-4 -2 0 2 4 6 8 10 12

Maximum tensile force, kN

D

e

p

t

h

o

f

w

a

l

l

,

m

c = 20 kPa. Location I



c = 12.5 kPa. Location II

Variation of maximum tensile force in nails with depth of wall

40

-5

-4

-3

-2

-1

0

-4 -2 0 2 4 6 8 10 12


D

e

p

t

h

o

f

w

a

l

l

,

m





41

Summary of critical depths of excavation

Critical depths ofexcavation (m)Cohesion(kPa)

Withoutnailing

Withnailing*

Location ofmaximumhorizontal

deformation

CriticalDepth improvement

factor

101520

2.54.05.0

5.07.010.0

3.81 m depth5.31 m depth7.90 m depth

2.001.752.00

(* The critical depths of excavation are arrived based on the maximum horizontal deformation exceeding 1%).

42

FIELD PULL-OUT TEST SETUP

45

Load-Displacement curves for pullout tests

0

4

8

12

16

20

0 2 4 6 8 10 12

Displacement, mm

P

u

l

l

o

u

t

l

o

a

d

,

k

N

c = 12.5 kPa, = 25o, Es = 10 MPa

c = 10 kPa, = 25o,Es = 15 MPa

c = 10 kPa, = 25o,Es = 10 MPa

c = 15 kPa, = 25o,Es = 10 MPa

c = 15 kPa, = 25o,Es = 15 MPa

Field pullout test

46

-5

-4

-3

-2

-1

0

0 5 10 15 20 25 30

Horizontal deformation (H), mm

D

e

p

t

h

o

f

w

a

l

l

,

m





47

INFLUENCE OF CONSTRUCTION PRACTICES

Effect of sequence of construction

Effect of type of facing

Effect of connection between nails and facing

Effect of stiffness of facing

Effect of inclination of facing

--In terms of critical height of excavation, forces developed in the nails and horizontal deformation pattern

48

0

2

4

6

8

10

5 10 15 20 25

Cohesion, kPa

C

r

i

t

i

c

a

l

h

e

i

g

h

t

o

f

e

x

c

a

v

a

t

i

o

n

,

m

Without nailing

With nailing sequence I

With nailing sequence II

Effect of sequence of construction

49

-5

-4

-3

-2

-1

0

-2 0 2 4 6 8 10 12


D

e

p

t

h

o

f

t

h

e

w

a

l

l

,

m

c=20 kPa

c=15 kPa

c=10 kPaka h Sv Sh

Effect of sequence on distribution of maximum tensile force

50

-5

-4

-3

-2

-1

0

-4 -2 0 2 4 6 8 10 12Maximum tensile force, kN

D

e

p

t

h

o

f

t

h

e

w

a

l

l

,

m

c=20 kPa

c=15 kPa

c=10 kPa

ka h Sv ShEnd of curve for c = 10 kPa

Variation of maximum tensile force in nails with depth for sequence II

51

-1

-0.8

-0.6

-0.4

-0.2

0

-2 0 2 4 6 8

Horizontal deformation(H), mm

z

/

H

Sequence I

Sequence II

Variation of horizontal deformation of soil for sequences I and II ( c = 10 kPa)

52

-1

-0.8

-0.6

-0.4

-0.2

0

-1 0 1 2 3 4 5 6 7

Maximum axial force, kN

z

/

H

Vertical facing

Inclined facing equivalent to0.45m offset0.45m offset facing

Effect of inclination in terms of tensile force

53

-1

-0.8

-0.6

-0.4

-0.2

0

1 3 5 7 9 11

Horizontal deformation (H), mm

z

/

H

Vertical facing

Inclined facing equivalent to 0.45m offset

0.45m offset facing

Effect of inclination in terms of horizontal deformation

54

0

2

4

6

8

10

12

14

5 10 15 20 25

Cohesion, kPa

C

r

i

t

i

c

a

l

h

e

i

g

h

t

o

f

e

x

c

a

v

a

t

i

o

n

,

m

conventional critical height of excavation

without nailingwith nails without facing

with nails without connecting to facingwith nails connecting rigidly to facing

( = 4c / )

55

-1

-0.8

-0.6

-0.4

-0.2

0

-4 -2 0 2 4 6 8 10 12


z

/

H

Vertical facing with connection

Vertical facing without facing element

150 inclined facing with connection

150 inclined facing without facing element

Effect of connection

56

-5

-4

-3

-2

-1

0

-2 0 2 4 6 8 10

Maximum axial force, kN

D

e

p

t

h

o

f

t

h

e

w

a

l

l

,

m

With connection between facing andnails

Without connection between nails andfacing

Without facing

Effect of connection

57

Sequence I type of construction is advantageous over sequence IIin terms of critical height of excavation and deformation behaviour.

Offset facing resulting in lesser horizontal deformation and isadvantageous over vertical facing.

Rigid connection between nails and facing significantly improvesthe overall performance of soil nailed mass with regard to bothstability and deformation, when compared to nails withoutconnection to the facing. Similar results are obtained for inclinedfacing.

The thickness of the facing do not have significant influence and aminimum thickness of 75mm for the present case is in order.

CONCLUDING REMARKS

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Lecture27.pdf