12-1

12. EARTH PRESSURES ON RETAINING STRUCTURES

12.1 Active Pressure and Passive Pressure

When a sudden change in level of the ground surface is to be provided for some

purpose a retaining structure is commonly employed to enable this to be done without

risk of the higher portion of the ground collapsing on to the lower portion. The higher

portion of the ground is commonly referred to as the backfill since this soil is usually

backfilled after construction of the retaining wall. Some cross-sections of typical

retaining walls are shown in Figure 12.1. The forces produced by the lateral earth

pressures acting on the walls are indicated by the arrows. This chapter is mainly

concerned with techniques for the calculation of the magnitude and distribution of

lateral earth pressures acting on such walls under conditions likely to be encountered in

practice. Such information is essential for the safe design of a retaining wall. In the

early part of this chapter the case depicted in Figure 12.1(a) (i.e. vertical back of wall,

horizontal backfill and earth pressure acting horizontally)will be examined.

In order to illustrate the way in which the magnitude of the earth pressure

acting on a retaining wall may vary, a somewhat idealised example is provided in

Figure 12.2. Part (a) of the figure depicts an element of soil at a depth z below the

horizontal ground surface in a uniform deposit of dry sand. The vertical and

horizontal stresses on this element are given by σv and σh respectively where:

gzdv ρσ =

and hoh K σσ =

where dρ is the dry density of the sand

K0 is the coefficient of earth pressure at rest

(See section 3.1 Geomechanics 1)

Both of these stresses are clearly principal stresses and they display a

linear increase with depth. No distinction here is made between total and effective stresses

since there are no pore pressures.

12-2

Figure 12.1 - Typical Retaining Walls

Figure 12.2 - Effect of Lateral Wall Movement

12-3

In Figure 12.2(b) a portion of the soil has been replaced by a retaining wall and it is

assumed that this has been done without disturbing the soil and without changing

any of the stresses acting on a vertical plane AB. This means that the distribution of

horizontal stress still remains triangular as shown. If this stress is integrated over

the depth z the horizontal force Po acting on the wall may be found:

Po = 12 σhz per unit length of wall

= 12 Koρdgz

2 (12.1)

The other forces acting on the retaining wall will be the weight of the wall Ww and

resisting force R acting on the base BC of the wall. The force R acts vertically since

BC is a principal plane. Clearly these three forces are not in equilibrium. The wall

will move towards the left in the diagram by translation or anticlockwise rotation

under the action of the force Po. As the wall moves a horizontal shear force will be

mobilised along the base BC and force Po will decrease until equilibrium is reached.

Figure 12.2(c) illustrates the way in which the force on the wall decreases as the

movement occurs (Terzaghi, 1934). The force on the wall reaches a minimum value

PA after a certain amount of movement has taken place. This minimum force

corresponds to a state of failure being developed in the backfill as a result of lateral

yielding of the soil. Associated with the wall movement there would generally be a

tendency for a shear stress to develop on the plane AB along the back of the

retaining wall. For the time being it will be assumed that the back of the wall is

perfectly smooth so that the horizontal force will continue to act horizontally at right

angles to the back of the wall. This minimum force PA is known as the active force or

active thrust and is derived from the active earth pressure acting on the back of the

retaining wall. It is widely assumed that retaining walls should be designed to resist

this active thrust.

In the preceding discussion the wall yielded towards the left under the

effects of the earth pressure from the backfill. If, on the other hand the wall was

pushed horizontally towards the right the earth pressure on the back of the wall

would increase instead of decreasing. The horizontal force resulting from this earth

pressure increases to a maximum value PP as shown in Figure 12.2(c).

This maximum would be reached when the backfill soil is in a state of

failure as a result of lateral compression.

The force Pp is known as the passive force or passive thrust and it is

derived from the passive earth pressure. For design purposes PP is the maximum

12-4

possible thrust that the wall can mobilise.

12.2 The Coulomb Theory

A number of theories have been proposed for the calculation of the active thrust PA

against a retaining wall. One of the simplest and most widely accepted is the

Coulomb theory which was published in 1773 (see Terzaghi (1943), and Taylor

(1948)). In this theory the equilibrium of a sliding wedge of soil behind the retaining

wall is examined. The wedge is shown by the triangle ABD in Figure 12.3(a). As the

wall yields towards the left it is assumed that a wedge of soil ABD will slide down a

plane BD inclined at some angle θ to the horizontal. In sliding down

the plane a shear force acting up the plane is mobilised to resist the motion. When

this shear force T(= N tan φ ) is fully mobilised the dry sandy soil will be in a state of

failure. When this condition is reached the reaction P of the wall on the soil (equal

and opposite to the force of the soil on the wall) will be the active thrust PA. Two

major assumptions are made with this theory - the surface of failure BD of the soil

wedge is plane and the force P acts in a known direction.

The forces acting on the wedge are the wall reaction P acting horizontally (since the

back of the wall is smooth), the force W due to the mass of the soil wedge ABD and

the force F on the failure plane BD. The force F has two components N and T as

shown in Figure 12.3(a).

Summing forces in the vertical direction yields:

W - T sin θ - N cos θ = 0

that is 12ρdg H

2 cotθ - N (cos θ + sin θ tan φ) = 0

where ρd is the density of the dry sand

H is the height of the retaining wall

∴ N =

12ρdgH

2 cot θ

(cos θ + sin θ tan φ) (12.2)

12-5

Figure 12.3 - Forces acting on a wedge in dry sand - active case

12-6

Summing forces in the horizontal direction yields:

P - N sin θ + T cos θ = 0

∴ P = N (sin θ - cos θ tan φ)

and if equation (12.2) is substituted into the above equation

P =

1

2ρdgH

2 cot θ (sin θ - cos θ tan φ)

(cos θ + sin θ tan φ) (12.3)

Equation (12.3) shows the way in which P varies with the wedge angle θ and

this relationship is illustrated in Figure 12.3(b). In order to find the particular value

of P corresponding to PA it is necessary to find the critical wedge angle (θcr) at

which the maximum value of P is required for equilibrium of the wedge. This may

be found by maximising P in equation (12.3). For the condition that:

dP

dθ = 0

it is found that:

θ = θ cr = 45° + φ/2 (12.4)

If the equation (12.4) is substituted into equation (12.3) the value of the active thrust PA

per unit length of wall may be found:

PA = 12ρdg H

2 (1 - sin φ

1 + sin φ) (12.5)

PA = 12ρdg H

2 KA (12.6)

where KA is known as the coefficient of active earth pressure for the conditions

assumed in the analysis.

12-7

Figure 12.4 - Rankine approach for Active Earth Pressure

12-8

12.3 The Rankine Theory

With the Rankine theory which was presented in 1860 an expression for the lateral

earth pressure is developed from a consideration of the stresses existing in a soil

when a state of failure throughout the soil has been produced as a result of lateral

yielding. The development may be illustrated by means of the Mohr circle.

In Figure 12.4(a) the lines OF represent the failure envelopes for the dry sand which

has a friction angle of φ. The initial stresses at a point a distance z below the

horizontal ground surface are represented by the Mohr circle M R Q where:

OQ = vertical stress = σ1 = ρdgz

OM = horizontal stress = σ3 = K0ρdgz

As lateral yielding takes place the value of σ3 will decrease whereas σ1 will remain

constant. The stress path representing this lateral yielding is RS. Had the initial

stress conditions been isotropic (i.e. K0 = 1) the stress path would be QS. Point S

corresponds to the failure Mohr circle with points of tangency with the failure

envelope at points F. The inclinations of the failure planes are given by the lines

drawn through the origin of planes (N) to the failure points (F). From the geometry

of Figure 12.4(a) it is seen that the failure lines, for any depth below the ground

surface are inclined to the horizontal by an angle of (45° + φ/2), in agreement with

the angle found by means of the Coulomb theory.

With the origin of planes located at point N it is clear that the minor principal stress

σ3 (= ON) represents the stress on the vertical plane. From the geometry of Figure

12.4(a) the major and minor principal stresses for the failure circle are related as

follows:

ON =

+

−

φ

φ

sin1

sin1OQ

or

σ3 =

+

−

φ

φ

sin1

sin1OQ

12-9

or active pressure pA =

+

−

φ

φρ

sin1

sin1gzd (12.7)

= Ad gzKρ

Since the active pressure PA is directly proportional to depth z below the ground

surface the distribution of active pressure is linear as shown in Figure 12.4(b). For a

retaining wall of height H the active thrust PA may be found by integration of the

active pressure PA over the height H to yield:

PA =

12ρdg H

2 KA (12.6)

in agreement with the answer obtained form the Coulomb theory. Since the active

pressure displays a triangular shaped distribution in Figure 12.4(b) the active thrust

acts through a point equal to one third of the wall height above the base of the

retaining wall.

12.4 Effect of Surcharge Pressure and Submergence on Active Pressure

When the groundwater table is coincident with the top of the backfill as illustrated in

Figure 12.5(b) a distinction needs to be made between effective stresses and total stresses

in the calculation of earth pressure. With a submerged sand backfill the calculation is

invariably made in terms of effective stresses and a hydrostatic pore pressure

distribution is taken from the level of the water table. This means, in effect, that the long

term earth pressure is calculated. The short term earth pressure is of little practical

interest in cases where the sand is sufficiently permeable that any pore pressures

developed as a result of the stress changes (caused by lateral yielding of the wall - see

Chapter 7 Geomechanics 1) dissipate immediately.

The vertical stress σv at any depth z below the surface of the backfill is:

σv = σ1 = ρsat gz + q

where ρsat is the saturated density of the sand

q is the surcharge pressure applied to the surface of the backfill.

12-10

(a) Positions of Mohr circles for any depth Z

Figure 12.5 - Effect of surcharge and submergence on active pressure in sand

12-11

The effective vertical stress σv' is:

σv' = σ1' = ρsat gz + q - ρw gz

= ρb gz + q

The effective vertical stress is plotted at point A in Figure 12.5(a). The failure Mohr

circle corresponding to this stress has been drawn tangent to the failure line which is

inclined at an angle of φ' to the horizontal. The origin of planes is located at point B so

the effective stress acting on a vertical plane is given by OB, the minor principal effective

stress at failure. That is:

σ3f' = p'A = σ1' KA

= ρb gz KA + q K

A

where KA = 1 - sin φ'

1 + sin φ'

The total active pressure at depth z acting on the back of the retaining wall is:

pA = pA' + u

= ρb gz KA + q KA + ρw gz (12.8)

This total active pressure is represented by the distance OC in Figure 12.5(a). Equation

(12.8) shows that two terms of the expression show a direct proportionality with z

whereas the surcharge term is constant with increasing depth. The distribution of active

pressure is illustrated in Figure 12.5(b). The total active thrust PA may be found by

integration of the pressure over the height H of the retaining wall. It should be noted

that the active pressure coefficient KA does not appear in the pore water pressure term.

PA = 12ρbgH

2 KA + qHKA + 12ρwgH

2 (12.9)

12-12

Example

A retaining wall 3m high retains a backfill of saturated sand as shown in Figure 12.6.

The water table is coincident with the top of the wall. A surcharge consisting of a 0.5m

thickness of dry sand exists above the saturated sand. Assuming that the back of the

wall in perfectly smooth determine the magnitude and location of the active thrust.

Dry density of sand ρd = 1.8 Mg/m3

Saturated density of sand ρsat = 2.1 Mg/m3

Drained friction angle φd = 30°

The magnitude of the active thrust may be calculated by means of equation (12.9) using

the following terms:

KA = 1 - sin φd1 + sin φd

= 1 - 0.51 + 0.5 =

13

Since the active thrust is being determined for drained conditions in the backfill the

value of KA is defined in terms of the drained friction angle φd.

Surcharge pressure q = 1.8 x 9.81 x 0.5

= 8.83 kN/m2

Substituting into equation (3.9)

PA = 12 x 1.1 x 9.81 x 9 x

13 + 8.83 x 3 x

13 +

12 x 1.0 x 9.81 x 9

= 16.19 + 8.83 + 44.15

= 69.17 kN/m of wall

The largest component of the total active thrust in the calculation above is the force

produced by the water pressure. In order to reduce the total force that a retaining wall

must withstand designers try to ensure that water will be kept drained from the backfill

by provision, for example, of drainage holes through the retaining wall.

12-13

Figure 12.6

Figure 12.7 - Active pressure with a cohesive soil

12-14

The three components of PA calculated above act at distances above the base of the wall

of 1m, 1.5m and 1m respectively. If the resultant thrust PA acts at a distance of Bm

above the base of the wall, then:

PAx B = 16.19 x 1.0 + 8.83 x 1.5 + 44.15 x 1.0

= 73.59 kN

∴ B = 73.5969.17

= 1.06 m above base of wall

12.5 Active Pressure in Cohesive Soils

For a soil for which the shear strength is expressed in terms of both c and φ components

(either total or effective stresses) the active pressure at any depth below the top of the

backfill may be found from the failure Mohr circle shown in Figure 12.7. The failure

circle has been drawn for a particular value of the vertical stress σv. The origin of planes

is located at point A.

The failure plane is inclined in the same direction as in the case of cohesionless soil

namely at an angle of (45° + φ/2) to the horizontal. The stress acting on the vertical

plane is given by the distance OA, which is the active pressure pA. From the geometry

of the figure, pA and σv may be related as follows:

5.0

sin1

sin12

sin1

sin1

+

−−

+

−=

φ

φ

φ

φσ cp vA

AAvA KcKp 2−= σ (12.10)

Using this basic equation the expressions for active pressure at any depth z below the

top of the backfill may be written for various conditions.

12-15

For the long term active pressure from a saturated clay when the water table is

coincident with the top of the backfill and a surcharge pressure q is applied over the

surface of the backfill:

( ) gzKcKqgzp wAdAbA ρρ +−+= 2 (12.11)

In equation (12.11) the cd is the drained cohesion and KA is calculated from the drained

friction angle φd. The active thrust may be calculated by integration of the active

pressure over the height of the wall.

For the calculation of the short term active pressure the undrained strength parameters

cu and φu should be used. With a saturated soil the value of φu will be zero (as discussed

in section 8.7.3, Geomechanics 1) which means that KA will be equal to unity. If there is

no surcharge the active pressure will be:

pA = ρsat gz - 2cu (12.12)

This pressure distribution which is illustrated in Figure 12.8, indicates that at some

depth zo the active pressure is zero.

zo = 2cu

ρsat g (12.13)

The negative portion of the active pressure diagram between the backfill surface and this

depth of zo is normally ignored in the calculation of the active thrust. It is assumed that

over this depth a tension crack will form so that no earth pressure will be exerted on the

wall.

12.6 Calculation of Passive Pressure

By using techniques similar to those discussed above a series of expressions may be

developed for the passive case. This will be demonstrated firstly by using a Coulomb

approach in which the forces acting on a wedge of soil are put into equilibrium. The

same assumptions as used in the active case will apply, namely a horizontal backfill

surface and a retaining wall with a smooth vertical back.

12-16

Figure 12.8 - Short term active pressure distribution for a saturated clay

Figure 12.9 - Forces acting on a wedge of soil - passive case

12-17

Consider the most general case in which a surcharge pressure q is applied to the surface

of the backfill and the backfill soil possesses both cohesive and frictional strength

components. In the passive case where the wall is pushed into the backfill, the soil

wedge ABD will tend to move up the plane BD so the shear force T will act down the

failure plane BD as shown in Figure 12.9.

W + Q + T sin θ - N cos θ = 0

where Q is the force per unit length of wall due to the surcharge acting over the top of

the wedge. That is:

N cos θ = W + Q + T sin θ

= 12ρ gH

2 cotθ + qHcotθ + sinθ (N tan φ + cHcosecθ)

where ρ is the relevant soil density

∴ N =

12ρ gH

2 cotθ + qHcotθ + cH

(cos θ - sin θ tan φ) (12.14)

For horizontal force equilibrium

P - T cos θ - N sin θ = 0

∴ P = N sin θ + cos θ (N tan φ + cH cosec θ) (12.15)

If the N in equation (12.14) is substituted into equation (12.15) a somewhat lengthy

expression is obtained for P, which varies with the wedge angle θ shown in Figure12.10.

The value of θ at which the minimum value of P occurs may be found by minimising the

expression to give:

θcrit = 45° - φ/2

and if this angle is substituted into the original expression for P, the passive thrust PP is

found:

pP = 12 ρgH

2

1 + sin φ

1 - sin φ + q H

1 + sin φ

1 - sin φ + 2cH

5.0

sin1

sin1

−

+

φ

φ

12-18

Figure 12.10 - Determination of passive thrust

Figure 12.11 - Determination of passive pressure using the Mohr Circle

12-19

Figure 12.12

pp =12 ρ gH2 Kp + q H Kp + 2cKp (12.16)

where Kp is the coefficient of passive earth pressure.

If the Rankine approach is used, an expression for the passive pressure pp at a depth of z

below the top of the backfill may be developed. In the passive pressure situation the

horizontal stress is greater than the vertical stress consequently at failure as shown in

Figure 12.11.

σ3 = σv = ρ gz

and σ1 = pp

The origin of planes is now located at point A on the Mohr circle so the inclination of the

failure plane is (45° - φ/2) to the horizontal in agreement with the critical angle found in

the Coulomb approach. From the geometry of the diagram in Figure 12.11 the major

principal stresses are related as follows:

12-20

σ1 = pp = σv Kp + 2c pK (12.17)

This general form of expression for passive pressure may be used to write a number of

expressions for various conditions. For example for a submerged sand backfill for which

the drained cohesion cd = 0, the total long term passive pressure at depth z is:

pp = (ρb gz + q) Kp + ρb gz (12.18)

where Kp = 1 + sin φd1 - sin φd

For short term conditions with a saturated clay backfill with no surcharge pressure the

value of the passive coefficient Kp = 1 since the undrained friction angle φu = 0 and the

short term passive pressure is:

pp = ρsat gz + 2cu (12.19)

As in the active case, integration of all of these passive pressure distributions over the

height of the retaining wall gives values of passive thrust in agreement with the answers

obtained with the Coulomb theory.

Example

Draw the distribution of passive pressure against the smooth wall when the backfill

consists of the soils shown in Figure 12.12.

Since the undrained strength parameters only have been provided for the clay the short

term passive pressure only can be calculated. Regarding the saturated sand it will be

assumed that even for the short term case no excess hydrostatic pore pressures are

present.

For both the dry and saturated sands:

Kp = 1 + sin φd1 - sin φd

= 1 + 0.51 - 0.5 = 3

12-21

The passive pressure in the dry sand is:

pp = ρd gz Kp

= 1.8 x 9.81 x z x 3

= 53.0 z kN/m2

= 42.4 kN/m2 at z = 0.8m

For the saturated sand the calculation will be carried out in terms of effective stresses.

The dry sand will be treated as a surcharge and the distance z will be measured from the

top of the saturated sand stratum.

pp = (ρb gz + q) Kp + ρw gz

= (1.2 x 9.81 x z + 1.8 x 9.81 x 0.8) x 3 + 1.0 x 9.81 x z

= 45.15 z + 42.4 kN/m2

= 42.4 kN/m2 at z = 0

= 96.5 kN/m2 at z = 1.2m

For the saturated clay the calculation must be carried out in terms of total stresses. The

dry saturated sands above will be treated as a surcharge and the distance z will be

measured from the top of the clay stratum.

pp = (ρsat gz + q) + 2cu

= (2.1 x 9.81 x z + 1.8 x 9.81 x 0.8 + 2.2 x 9.81 x 1.2) + 2 x 80

= 20.6 z + 200.0 kN/m2

= 200.0 kN/m2 at z = 0

= 241.2 kN/m2 at z = 2.0m

With these figures the figures the distribution of passive pressure may be drawn as

shown in Figure 12.12.

12-22

12.7 Effect of Seepage on Earth Pressure

With a submerged backfill in the active pressure case the force derived from the water

pressure is often the major component of the total thrust acting on the wall. This point

was illustrated in the example in the section 12.4. This component of the total thrust may

be significantly reduced if the steps are taken to drain the water from backfill. This

reduction in the thrust occurs even when steady state seepage is taking place. In this

situation the expressions which have been developed in the early part of this chapter

cannot be used for the determination of the thrust on the wall. The calculation can most

conveniently be carried out by means of a graphical method using Coulomb wedge

approach. This is illustrated in Fig 12.13 in which the forces acting on a trail wedge ABD

of submerged soil are shown. The forces U1 and U2 which are derived from the pore

water pressure must be determined from the appropriate flow net. Force W is the

saturated weight of the wedge ABD. Force F is the resultant of the shear force T and the

effective normal force N’. The effective force acting on the back of the retaining wall AB

is indicated by P’. The magnitude of P’ required to satisfy force equilibrium is found

from the force polygon in the lower part of Fig 12.13. The process is repeated for other

values of the wedge angle to facilitate the plotting of a diagram of P’ against θ similar to

Fig 12.13(b). From such a diagram the active thrust on the wall may be determined.

12-23

Fig 12.13 Forces acting on soils wedge when seepage occurs

Fig 12.14

Example

The soil behind and below a retaining wall 3 m high( Fig 12.14) consists of a saturated

sand through which steady state seepage is taking place. The perched water table at the

top of the backfill is being maintained by means of rainfall. If the back of the wall is

smooth, determine the total thrust acting on the wall. Also calculate the thrust a long

time after the rainfall stops, when all of the water in the backfill has been drained away.

Dry density of sand ρd = 1.8 Mg/m3

Saturated density of sand ρsat = 1.8 Mg/m3

Effective friction angle, φ30 = ׳˚

The flow net for this problem has been sketched in fig 12.14. The total head values have

been written on each equipotential line for an assumed datum at the level of the

downstream water table at the base of the wall. From the total head values the pressure

heads acting along AB may be calculated and the pressure head distribution has been

12-24

sketched on the left side of Fig 12.14. Integration of this pressure yields a force U1 of 25.4

kN per m of wall.

Four trial wedges have been chosen for analysis- AB1, AB2, AB3 and AB4 which will be

referred to as wedges 1, 2, 3 and 4 respectively. For each wedge the total weight W is

calculated and the force U2 derived from pore water pressure acting on the sloping plane

of the wedge is determined from the flow net. The results of these calculations are

summarized below:

Wedge 1 2 3 4

Wedge Angle θ 71.5˚ 63.5˚ 56.5˚ 50.0˚

W-kN 30.9 46.4 61.8 77.3

U2- kN 27.0 29.0 31.5 34.4

The force polygons for the four wedges may now be drawn as shown in the upper part

of Fig 12.15. The total thrust on the wall which is equal and opposite to force P is plotted

as a function of the wedge angle θ in the lower portion of Fig 12.5. From this plot the

total active thrust may be determined.

PA = 48.4 kN/m of wall

Since total thrust P= effective thrust P’ + pore pressure force U1

P’ = PA - U1

= 23.0 kN/m of wall

While the water force is still the dominant component of the total thrust its relative

magnitude has been decreased by the occurrence of steady state seepage. This may be

illustrated by a comparison with the problem in section 12.4 in which the drainage of the

water from the backfill is prevented by an impervious layer at the base of the retaining

wall. In this latter problem (from page 12.12 neglecting the surcharge)

P’ = 16.19 kN/m

U1 = 44.15 kN/m

When all of the water has been drained from the backfill a dry sand will be left.

AdA KgHP2

2

1ρ=

= (1/2) x 1.8 x 9.8 x 9 x (1/3)

12-25

= 26.5 kN/m

This influence of water in the backfill upon the total thrust on the wall may be illustrated by the

following comparison:

Saturated backfill - no seepage, PA = 60.3 kN/m

Saturated backfill - seepage, PA = 48.4 kN/m

Dry backfill PA = 26.5 kN/m

12-26

Fig. 12.15 Forces acting on Wedges (Fig.12.14)

12.8 Effect of Wall Friction

In the treatment presented so far in this chapter the backs of the retaining walls have

been assumed to be smooth. In other words no shear has been acting along the back of

the wall and the earth pressure acts at right angles to the wall surface. In reality

however, the backs of the retaining walls are rough.

This means that a shear stress will act along the back of the wall as the wall moves. This

is illustrated for the active case in the Fig 12.16(a). The wall yields under the effect of the

backfill pressure. As the yielding continues the backfill soil tends to follow the wall until

finally a failure state for the soil is reached. The movement of the soil wedge is

downwards along the failure plane as illustrated in the figure. The movement develops

shear stresses acting downwards on the wall are illustrated in the right hand sketch. The

force PAN which is the normal component of the active thrust per unit length of wall acts

at right angles to the back of the wall. The shear force generated on the back of the wall

as a result of wall friction is the force PAN tan δ where δ is the angle of wall friction. If the

soil is cohesive in character, adhesion may also act on the back of the wall. The adhesion

force Cw per unit length of wall, which is also indicated in the sketch is determined as the

wall adhesion( stress cw multiplied by the height of wall).

For the passive case the situation is illustrated in Fig 12.16(b). In this case the movement

of the soil wedge is upwards along the failure plane as the wall is pushed into the

backfill. This movement generates shear stresses which act upwards on the back of the

wall. The resulting forces acting on the wall are illustrated in the right hand portion of

the diagram. The force PPN is the normal component of the passive thrust which acts

right angles to the back of the wall. The shear force generated by the wall friction is

equal to PPN tan δ. Again if the backfill soil is cohesive in character, an adhesion force Cw

will also be present. The shear stress τ acting on the back of a retaining wall possesses

two components- the adhesion and the wall friction. τw = cw + σn tan δ in which the σn =

pAN, where pAN is the normal stress acting on the back of the wall. For the active case σn =

pAN where pAN is the normal component of the active pressure at a particular depth. For

the passive case σn = pPN

When wall friction or wall adhesion is introduced into the earth pressure calculation

then the simple expressions for the active or passive pressure coefficients which were

presented earlier in this chapter can no longer be used. Other expressions for the earth

pressure coefficients such as the one given in equation(12.20) must therefore be

developed.

12-27

Fig. 12.16 Effect of Wall Friction on Earth Pressure

Fig. 12.17 Active Thrust- Gravity Retaining Wall

12-28

Fig. 12.18 Forces acting on Soil Wedge – General case

This is an expression developed from the Coulomb theory for the active thrust produced by a dry

cohesionless soil on the back of a retaining wall for the situation shown in Fig 12.17.

( )

( )( )( ) ( )

( )

2

2

1

2/1

2

sin

sinsinsin

sincos

2

1

−

−+++

−=

i

i

ecgHP dA

β

φδφδβ

φββρ

Where ρd is the mass density of the cohesionless backfill and the other symbols are given

in Fig 12.17.

For the more general active case in which the backfill soil is cohesive in character and

surface of the backfill is uneven and subjected to surcharge loads as illustrated in Fig

12.18 the problem may be solved graphically. Using a Coulomb approach a trial wedge

ABD as shown in Fig 12.18 is selected. A force polygon is drawn for the forces acting on

this soil wedge thus enabling determination of the force P required to maintain

equilibrium. The process is repeated for a number of wedge angles θ until the maximum

value of force P is found. This maximum value then corresponds to the active thrust.

This procedure is very similar to that used in Fig 12.15. Alternatively one of the many

graphical constructions which have been proposed for the solution of this general

problem may be used for determination of the active thrust These methods, such as

those Rebhann, Poncelet or Culmann are described in details in other soil mechanics

texts( Jumikis(1962)).

The coulomb wedge technique which works so successfully in the calculation of an

active thrust is not entirely satisfactory for the calculation of passive thrust when wall

friction is taken into account. For low angles of wall friction(less than about 10˚ of φ/3)

12-29

the Coulomb assumption of a plane surface of sliding is acceptable. As the angle of wall

friction(δ) increases relative to the angle of shearing resistance (φ ) of the soil the surface

of sliding becomes increasingly curved as illustrated in Fig. 12.19.

In this case the Coulomb assumption of a plane surface of sliding is unacceptable. The

correct passive thrust may be calculated only when allowance is made for the curvature

in the actual surface of sliding. Two commonly used methods for this calculation are the

logarithmic spiral method and the friction circle method. In the former, portion of the

surface of sliding is assumed to follow the shape of a logarithmic spiral. In the latter,

portion of the surface of sliding it is assumed to follow the arc of a circle. These two

methods have been described in detail by Tarzaghi (1943). The magnitude of the error

introduced by the Coulomb assumption of a plane surface of sliding is illustrated in Fig.

12.20. This figure indicates that for a cohesionless soil the Coulomb theory produces too

high a value of the passive pressure coefficient for relatively large values of the angle of

wall friction.

Fig 12.19 Surface of Sliding - Passive Case (Rough Wall)

12-30

Fig 12.20 Influence of Wall Friction – Kp for Sand

Example

For the retaining structure illustrated in Fig 12.21 determine the magnitude, location and

direction of the active thrust acting on the wall. The properties of the dry cohesionless

backfill are as follows:

Dry density, ρd = 1800 Kg/m3

Angle of shearing resistance, φ = 30˚

In this case the Coulomb expression given in equation (12.20) may be used. The only

term which needs to be evaluated for substitution in this equation is the angle of wall

friction δ.

In the absence of other data the angle of wall friction is commonly taken to be

approximately 2/3 of the angle of shearing resistance. In this example the angle of wall

friction be assumed to be 24˚.

12-31

( )

( )( ) ( ) ( )( )

2

2

1

2/1

2

sin

sinsinsin

sincos

2

1

−

−+++

−=

i

i

ecgHP dA

β

φδφδβ

φββρ

( )( )( )

2

2

1

2/1

100sin

)26sin(60sin134sin

74sin110cos981.98.1

2

1

+

=

o

oo

o

ooec

xxx

2

2

1

2

1

.985.

438.866.)719.0(

961.0064.15.79

+

x

x

= 79.5 x 0.49

= 38.9 kN/m

Once the angle of wall friction has been chosen the direction of the active thrust is

determined. In this case the active thrust acts at an angle of 44˚ to the horizontal as

shown in Fig 12.21. Since the active pressure distribution on the back of this wall is

triangular the resultant will act through a point equal to one-third of the wall height

above the base. This means that the active thrust will act on the back of wall at a distance

of one meter above the base as shown in Fig 12.21.

12.9 Rankin Approach of Earth Pressure for an Inclined Backfill

Fig 12.21(a) represents the section of an infinitely long slope inclined at an angle i to the

horizontal. AB represents a plane parallel to the ground surface and at any depth z

below the ground surface. The vertical stress σv acting on the plane AB may be

determined from equilibrium considerations.

Vertical stress ib

gzbv

sec

ρσ = = igz cosρ

12-32

When ρ equals mass density if the soil forming the slope, the other symbols are as shown

in the diagram. If this stress is resolved normal and parallel to plane AB the normal

stress σn and shear stress τ may be determined

Normal stress icosvn σ=σ

= ρgz cos2i

Shear stress isinvσ=τ

= ρgz cos i sin i

These stresses may be represented on a shear stress-normal stress plot as shown in Fig

12.21(b). Point S on this diagram represents the stress on the plane AB. The horizontal

co-ordinate of point S represents the normal stress σn, the vertical co-ordinate of point S

represents the shear stress τ, and the inclined distance OS represents the vertical stress

σv.

If failure of the soil forming the slope is produced by means of lateral yielding then the

new stress state may be represented by means of a failure Mohr circle drawn on the

shear stress-normal stress diagram

This circle SRU must be tangent to the failure line. Since failure was produced by means

of lateral yielding this circle represents the active case.

On this circle point R represents the origin of planes. As discussed in Geomechanics 1,

the stress acting on a vertical plane may be found by drawing a line parallel to that plane

through the origin of planes. This means that points U on the circle represents the stress

acting on a vertical plane at a depth of z below the ground surface. This stress which is

active pressure pA acts parallel to the ground surface as illustrated in Fig 12.21(c). If the

vertical plane is assumed to represent the vertical back of a retaining wall, then the

Rankine approach discussed above for the determination of active pressure will yield the

correct answer only for the case in which the angle of wall friction δ is equal to the angle

of the backfill slope i. For this special case the active thrust acting on the back of the wall

will equal to active thrust calculated by means of a Coulomb wedge analysis.

12-33

(a)

Fig. 12.21

For cases in which the angle of wall friction is not equal to the angle of the backfill slope

the Rankine approach cannot be used for the determination of active pressure.

For the passive case the soil forming the slope may be brought into the state of failure by

means of lateral compression. The corresponding failure circle representing the passive

state shown by circle STV in Fig 12.21(b). For this circle the point T represents the origin

of planes. Point V on this circle represents the stress acting on a vertical plane at depth z

below the ground surface. This stress which is the passive pressure pp acts in a direction

parallel to the ground surface as illustrated in Fig 12.21(c). If the vertical plane is looked

12-34

upon as the vertical back of a retaining wall then as in the active case, the passive

pressure acts in a direction parallel to the ground surface. It is clear from the discussion

in section 12.8 relating to angles of wall friction for the passive case that the wall friction

in this case is acting in the wrong direction. The Rankine approach to the determination

of passive pressure in cases where wall friction is present is therefore quite

inappropriate.

12.10 Design Criteria for Retaining Walls

In addition to the structural design of the wall, a number of points relating to the backfill

and foundation solid must be checked to ensure that the wall is stable (see Huntington

(1961)).

(i) Bearing Pressures

The maximum bearing pressure, which usually occurs beneath the toe of the retaining

wall, should not exceed the allowable bearing capacity for the foundation soil. One of

the methods of determining this maximum bearing pressure f1 is illustrated in Fig 12.22.

The resultant R of the active thrust PA and the weight of the retaining wall W is found as

illustrated in the figure.

This resultant force R is resolved into its components in the vertical and horizontal

directions as indicated by the forces RV and RH respectively.

In general the vertical force RV will apply an eccentric load of the base of the retaining

wall. The eccentricity in Fig 12.22 is indicated by e. When e is less than B/6 the bearing

pressure f1 and f2 may be determined by means of the following expressions:

+=

B

e61

B

Rf V1 (12.21)

−=

B

e61

B

Rf V

2 (12.22)

These expressions are based upon the assumption that the bearing pressure distribution

is trapezoidal as illustrated in Fig 12.22 with the force RV passing through the centroid of

the trapezoidal shape. The ultimate bearing capacity of the foundation soil must exceed

the maximum bearing pressure f1 with a factor of safety not less than 2.0.

12-35

Fig. 12.22 Assumed Contact Stress Distribution

(ii) Resistance to overturning

It is sometimes stated that the factor of safety against overturning should be at least

equal to 2.0. Because there are various ways of calculating this factor of safety as

discussed by Huntington(1961) it is often preferable to satisfy this criterion by ensuring

that the resultant force R( see Fig 12.22) falls within the middle third of the base of the

retaining wall.

12-36

(iii) Lateral Sliding

The horizontal force RH in Fig 12.22 will tend to produce horizontal sliding of the

retaining wall on the foundation soil. This force is registered by the shear force which

will be generated at the contact between the retaining wall and the soil.

It is usually recommended that a factor of safety of about 2.0 against horizontal sliding

be applied in the design of the wall. The factor of safety F may be determined from the

following expression,

H

V

R

cBtanRF

+φ=

Where c and φ are the relevant strength parameters for the wall base-foundation soil

contact.

(iv) Deep Seated Failure

It is essential to provide an adequate factor of safety against a deep seated failure in the

soil which could produce complete collapse of the retaining wall regardless of the

magnitude of the earth pressure acting on the retaining wall. The techniques for carrying

out this calculation are discussed in Chapter 11.

REFERENCES

Huntington,W.C.(1962), “ Earth Pressures and Retaining Walls ”, John Wiley, N.Y.

Junikis, A.R.(1962), “ Soil Mechanics ”, Can Nostrand, N.J.

Taylor, D.W.(1948), “Fundamentals of Soil Mechanics”, John Wiley, N.Y.

12-37

Terzaghi,K.(1934), “Large Retaining Wall Test, I-Pressure of Dry Sand”, Engineering News-

Record, vol 112, pp136-140

Terzaghi,K.(1943), “Theoretical Soil Mechanics”, John Wiley, N.Y.