Lateral Earth Pressure John Sturman Rutgers University 180:473

Lateral Earth Pressure- Introduction We calculate vertical effective stress using the effective stress equations and principles we have previously discussed In many cases we need to consider the horizontal (or lateral) pressures that a soil mass places on a wall, a pile, a braced cut or other structure

Coefficient of lateral earth pressure, k We use the term k to refer to the ratio of lateral to vertical earth pressure. K = σhorizontal / σvertical (Do not confuse this k with the term for hydraulic conductivity)

K is a function of several factors, primarily The ability of the structural member to move toward or away from the soil mass, and The shear strength properties of the soil

We refer to the three different cases as Ko for the at-rest condition, where there is no or insufficient movement Ka for the active case where the structure can move or flex away from the soil mass Kp for the passive case where the soil moves toward the structure (or vise versa)

At-rest pressure

At-rest lateral earth pressure σv = γz + q σh = ko σv + u where σv = the vertical overburden q = the surcharge pressure ko = the at-rest earth pressure coefficient, and u = the pore water pressure

At-rest lateral earth pressure For most normally consolidated soils: ko = ~ 1 - sinØ For normally consolidated clays: ko = ~ 0.95 - sinØ For overconsolidated clays: ko (overconsonsol) = ko(norm consol) (OCR) -2

Active Earth Pressure - Rankine

Active Earth Pressure - Rankine Use ka equations in Das Sec. 7.3 Note that ka is only a function of the friction angle but the lateral earth pressure includes the effect of cohesion on the structure

Passive Earth Pressure - Rankine Use Relationships in Das 7.7

Lateral Earth Pressure - Coloumb Coloumb developed a set of theories for lateral earth pressure that presume a failure surface to then consider wedges Coloumb also assumed no friction force between the wall and the soil mass behind it

Rankine and Coloumb’s theories are remarkably similar They result in similar resultant pressures They have the ability to include inclined backfill Rankine is simpler and is probably more commonly used for that reason The same deflections to mobilize the earth forces are used

Stability Analyses on Retaining Walls Overtuning Sliding Bearing Capacity Failure Deep Shear Failure Settlement

Check For Overturning

Check For Sliding

If the FS against sliding is too low

Check Against BC Failure