Lateral earth pressure


earth pressure is the pressure that soil exerts in the horizontal direction. The lateral earth pressure is important because it affects the consolidation behavior and strength of the soil and because it is considered in the design of geotechnical engineering structures such as retaining walls, basements, tunnels, deep foundations and braced excavations.
The earth pressure problem dates from the beginning of the 18th century, when Gautier listed five areas requiring research, one of which was the dimensions of gravity-retaining walls needed to hold back soil. However, the first major contribution to the field of earth pressures was made several decades later by Coulomb, who considered a rigid mass of soil sliding upon a shear surface. Rankine extended earth pressure theory by deriving a solution for a complete soil mass in a state of failure, as compared with Coulomb's solution which had considered a soil mass bounded by a single failure surface. Originally, the Rankine's theory considered the case of only cohesionless soils. However, this theory has subsequently been extended by Bell to cover the case of soils possessing both cohesion and friction. Caquot and Kerisel modified Muller-Breslau's equations to account for a nonplanar rupture surface.

The coefficient of lateral earth pressure

The coefficient of lateral earth pressure, K, is defined as the ratio of the horizontal effective stress, σ’h, to the vertical effective stress, σ’v. The effective stress is the intergranular stress calculated by subtracting the pore pressure from the total stress as described in soil mechanics. K for a particular soil deposit is a function of the soil properties and the stress history. The minimum stable value of K is called the active earth pressure coefficient, Ka; the active earth pressure is obtained, for example, when a retaining wall moves away from the soil. The maximum stable value of K is called the passive earth pressure coefficient, Kp; the passive earth pressure would develop, for example against a vertical plow that is pushing soil horizontally. For a level ground deposit with zero lateral strain in the soil, the "at-rest" coefficient of lateral earth pressure, K0 is obtained.
There are many theories for predicting lateral earth pressure; some are empirically based, and some are analytically derived.

Symbols definitions

In this article, the following variables in the equations are defined as follows:
; OCR :Overconsolidation ratio
; β : Angle of the backslope measured to the horizontal
; δ : Wall friction angle
; θ : Angle of the wall measured to the vertical
; φ : Soil stress friction angle
; φ' : Effective soil stress friction angle
; φ'cs :Effective stress friction angle at critical state

At rest pressure

The in situ lateral pressure of soil is called earth pressure at rest and it is generally calculated by the product of the overburden stress times the coefficient K0; the latter is called the coefficient of earth pressure at rest. K0 can be obtained directly in the field based on e.g. the dilatometer test or a borehole pressuremeter test, although it is more commonly calculated using the well-known Jaky's formula. For loosely deposited sands at rest, Jaky showed analytically that Ko deviates from unity with downward trend as the sinusoidal term of the internal friction angle of material increases, i.e.
Jaky's coefficient has been proved later to be also valid for normally consolidated granular deposits and normally consolidated clays.
From the purely theoretical point of view, the very simple  formula, works ideally for the two extreme values of, where for = 0o it gives  referring to hydrostatic conditions and for = 90o it gives  referring to a frictional material that can stand vertically without support, thus, exerting no lateral pressure. These extreme cases are enough evidence that the correct expression for the coefficient of earth pressure at rest is the.
There is a general impression that Jaky's coefficient of earth pressure at rest is empirical and, indeed, the  expression is just a simplification of the expression below:
However, the latter derives from a fully analytical procedure and corresponds to an intermediate state between the state at rest and the active state.
As mentioned earlier, according to the literature, Jaky's  equation matches very well the experimental data for both normally consolidated sands and clays. Some researchers state, however, that slightly modified forms of Jaky's equation shows better fit to their data. However, although some of these modifications gained great popularity, they do not provide better estimation for. For example, Brooker and Ireland's has been based on the laboratory determination of of only five samples, whilst the effective angle of shearing resistance of the three of them was obtained from the literature, having no control on them. Moreover, refinements in the order of a few percentage points rather support the validity of the expression than the superiority of the refined expression.
For overconsolidated soils Mayne & Kulhawy suggest the following expression:
The latter requires the OCR profile with depth to be determined. OCR is the overconsolidation ratio and is the effective stress friction angle.
To estimate K0 due to compaction pressures, refer Ingold
Pantelidis offered an analytical experssion for the coefficient of earth pressure at rest, applicable to cohesive-frictional soils and both horizontal and vertical pseudo-static conditions, which is part of a unified continuum mechanics approach.

Soil lateral active pressure and passive resistance

The active state occurs when a retained soil mass is allowed to relax or deform laterally and outward to the point of mobilizing its available full shear resistance in trying to resist lateral deformation. That is, the soil is at the point of incipient failure by shearing due to unloading in the lateral direction. It is the minimum theoretical lateral pressure that a given soil mass will exert on a retaining that will move or rotate away from the soil until the soil active state is reached. The passive state occurs when a soil mass is externally forced laterally and inward to the point of mobilizing its available full shear resistance in trying to resist further lateral deformation. That is, the soil mass is at the point of incipient failure by shearing due to loading in the lateral direction. It is the maximum lateral resistance that a given soil mass can offer to a retaining wall that is being pushed towards the soil mass. That is, the soil is at the point of incipient failure by shearing, but this time due to loading in the lateral direction. Thus active pressure and passive resistance define the minimum lateral pressure and the maximum lateral resistance possible from a given mass of soil.

Rankine's earth pressure coefficients and Bell's extension for cohesive soils

, developed in 1857, is a stress field solution that predicts active and passive earth pressure. It assumes that the soil is cohesionless, the wall is non-battered and frictionless whilst the backfill is horizontal. The failure surface on which the soil moves is planar. The expressions for the active and passive lateral earth pressure coefficients are given below.
where, β is the backfill inclination angle.

Coulomb's earth pressure coefficients

first studied the problem of lateral earth pressures on retaining structures. He used limit equilibrium theory, which considers the failing soil block as a free body in order to determine the limiting horizontal earth pressure. The limiting horizontal pressures at failure in extension or compression are used to determine the Ka and Kp respectively. Since the problem is indeterminate, a number of potential failure surfaces must be analysed to identify the critical failure surface. Coulombs main assumption is that the failure surface is planar. Mayniel later extended Coulomb's equations to account for wall friction, denoted by δ. Müller-Breslau further generalized Mayniel's equations for a non-horizontal backfill and a non-vertical soil-wall interface.
Instead of evaluating the above equations or using commercial software applications for this, books of tables for the most common cases can be used. Generally instead of Ka, the horizontal part Kah is tabulated. It is the same as Ka times cos.
The actual earth pressure force Ea is the sum of the part Eag due to the weight of the earth, a part Eap due to extra loads such as traffic, minus a part Eac due to any cohesion present.
Eag is the integral of the pressure over the height of the wall, which equates to Ka times the specific gravity of the earth, times one half the wall height squared.
In the case of a uniform pressure loading on a terrace above a retaining wall, Eap equates to this pressure times Ka times the height of the wall. This applies if the terrace is horizontal or the wall vertical. Otherwise, Eap must be multiplied by cosθ cosβ / cos.
Eac is generally assumed to be zero unless a value of cohesion can be maintained permanently.
Eag acts on the wall's surface at one third of its height from the bottom and at an angle δ relative to a right angle at the wall. Eap acts at the same angle, but at one half the height.

Caquot and Kerisel's analysis for log-spiral failure surfaces

In 1948, Albert Caquot and Jean Kerisel developed an advanced theory that modified Muller-Breslau's equations to account for a non-planar rupture surface. They used a logarithmic spiral to represent the rupture surface instead. This modification is extremely important for passive earth pressure where there is soil-wall friction. Mayniel and Muller-Breslau's equations are unconservative in this situation and are dangerous to apply. For the active pressure coefficient, the logarithmic spiral rupture surface provides a negligible difference compared to Muller-Breslau. These equations are too complex to use, so tables or computers are used instead.

Mononobe-Okabe's and Kapilla's earth pressure coefficients for dynamic conditions

Mononobe-Okabe's and Kapilla's earth pressure coefficients for dynamic active and passive conditions respectively have been obtained on the same basis as Coulomb's solution. These coefficeints are given below:
with horizontal components of earth pressure:
where, and are the seismic coefficients of horizontal and vertical acceleration respectively,, is the back face inclination angle of the structure with respect to vertical, is the angle of friction between structure and soil and is the back slope inclination.
The above coefficients are included in numerous seismic design codes worldwide, since being suggested as standard methods by Seed and Whitman. The problems with these two solutions are known with the most important one being the square root of negative number for .
The various design codes recognize the problem with these coefficients and they either attempt an interpretation, dictate a modification of these equations, or propose alternatives. In this respect:
It is noted that the above empirical corrections on made by AASHTO and the Building Seismic Safety Council return coefficients of earth pressure very close to those derived by the analytical solution proposed by Pantelidis.

Mazindrani and Ganjale's approach for cohesive-frictional soils with inclined surface

Mazindrani and Ganjale presented an analytical solution to the problem of earth pressures exerted on a frictionless, non-battered wall by a cohesive-frictional soil with inclined surface. The derived equations are given below for both the active and passive states:
with horizontal components for the active and passive earth pressure are:
ka and kp coefficients for various values of,, and can be found in tabular form in Mazindrani and Ganjale.
Based on a similar analytical procedure, Gnanapragasam gave a different expression for ka. It is noted, however, that both Mazindrani and Ganjale's and Gnanapragasam's expressions lead to identical active earth pressure values.
Following either approache for the active earth pressure, the depth of tension crack appears to be the same as in the case of zero backfill inclination.

Pantelidis' unified approach: the generalized coefficients of earth pressure

Pantelidis offered a unified fully analytical continuum mechanics approach for deriving earth pressure coefficients for all soil states, applicable to cohesive-frictional soils and both horizontal and vertical pseudo-static conditions.
The following symbols are used:
and are the seismic coefficients of horizontal and vertical acceleration respectively
, and are the effective cohesion, effective internal friction angle and unit weight of soil respectively
is the mobilized cohesion of soil
and are the effective elastic constants of soil
is the wall height
is the depth where the earth pressure is calculated

The coefficient of earth pressure ''at rest''

with

The coefficient of ''active'' earth pressure

with

The coefficient of ''passive'' earth pressure

with

The coefficient of ''intermediate'' earth pressure on the active "side"

with

The coefficient of ''intermediate'' earth pressure on the passive "side"

where,,, and
with
and are parameters related to the transition from the soil wedge of the state at rest to the soil wedge of the passive state displacement of the wall corresponding to the active or passive state. The latter is given below.

The lateral maximum displacement of the wall corresponding to the active or passive state

for smooth retaining wall andfor rough retaining wall
with or for the active and passive "side" respectively.

The depth of tension crack (active state) or neutral zone (state at rest)

The depth of neutral zone in the state at rest is:whilst the depth of tension crack in the active state is:Under static conditions, where the mobilized cohesion,, is equal to the cohesion value at the critical state,, the above expression is transformed to the well-known:

Derivation of the Earth Pressure at Rest by the Active Earth Pressure Coefficient

Actually, this has been foreseen in EM1110-2-2502 with the application of a Strength Mobilization Factor to c′ and tanφ′. According to this Engineer Manual, an appropriate SMF value allows calculation of greater-than-active earth pressures using Coulomb's active force equation. Assuming an average SMF value equal to 2/3 along Coulomb's failure surface, it has been shown that for purely frictional soils the derived coefficient value of earth pressure matches quite well with the respective one derived from Jaky's equation.
In the solution proposed by Pantelidis, the SMF factor is the ratio and what has been foreseen by EM1110-2-2502, it can be calculated exactly.
Example #1: For =20 kPa, =30o, γ=18 kN/m3, 0, and =2 m, for the state at rest =0.211, =9.00 kPa and =14.57o. Using this pair of values in place of the pair of values in the coefficient of active earth pressure given previously, the latter returns a coefficient of earth pressure equal to 0.211, that is, the coefficient of earth pressure at rest.
Example #2: For =0kPa, =30o, γ=18 kN/m3, =0.3, =0.15, and =2 m, for the state at rest =0.602, =0 kPa and =14.39o. Using this pair of values in place of the pair of values and 0 in the coefficient of active earth pressure given previously, the latter returns a coefficient of earth pressure equal to 0.602, that is, again the coefficient of earth pressure at rest.