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**ENV-2E1Y: Fluvial Geomorphology: 2004 - 5**

Slope Stability and Geotechnics Landslide Hazards River Bank Stability Section 4 - Shear Strength of Soils N.K. Tovey Н.К.Тови М.А., д-р технических наук Landslide on Main Highway at km 365 west of Sao Paulo: August 2002

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**ENV-2E1Y: Fluvial Geomorphology: 2004 - 5**

Introduction Seepage and Water Flow through Soils Consolidation of Soils Shear Strength ~ 1 lecture Slope Stability ~ 4 lectures River Bank Stability ~ 2 lectures Special Topics Decompaction of consolidated Quaternary deposits Landslide Warning Systems Slope Classification Microfabric of Sediments

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**Section 4 - Shear Strength of Soils**

Definitions: a normal load or force is one which acts parallel to the normal (i.e. at right angles) to the surface of an object a shear load or force is one which acts along the plane of the surface of an object the stress acting on a body (either normal or shear) is the appropriate load or force divided by the area over which it acts. Stress and Force must NOT be confused

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**Section 4 - Shear Strength of Soils**

EQUILIBRIUM There are three conditions: the net effect of all forces parallel to one direction must be zero the net effect of all forces orthogonal (at right angles) to the above direction must be zero the sum of the moments of the forces must be zero the first two conditions can be checked by resolving forces (e.g. see Fig. 4.1)

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**Section 4 - Shear Strength of Soils**

Resolution of Forces At Equilibrium: Resolve forces parallel to P1 :- P1 = P2 cos 2 + P3 cos 3 Similarly at right angles to P1 P2 sin 2 = P3 sin P1 P3 P2 3 2

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**Section 4 - Shear Strength of Soils**

Coulomb: a French Military Engineer Problem: Why do Military Fortifications Fail?

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**Section 4 - Shear Strength of Soils**

Coulomb: a French Military Engineer Problem: Why do Military Fortifications Fail? Is there a relationship between F and N? N F N F F = N tan is the angle of internal friction

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**Section 4 - Shear Strength of Soils**

Suppose there is some “glue” between block and surface Initially - block will not fail until bond is broken N F N Block will fail F Block is stable C F = C + N tan C is the cohesion

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**Section 4 - Shear Strength of Soils**

F = C + N tan above equation is specified in forces In terms of stress: = c + tan Three types of material granular (frictional) materials - i.e. c = (sands) = tan cohesive materials - i.e. = 0 (wet clays) = c materials with both cohesion and friction = c + tan

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**Section 4 - Shear Strength of Soils**

Stress Point at B - stable Stress Point at A - stable only if cohesion is present if failure line changes, then failure may occur. F N F - F G - G A B

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**Section 4 - Shear Strength of Soils**

F - F Displacement dense loose Peak in dense test is reached at around 1 - 3% strain

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**Section 4 - Shear Strength of Soils**

displacement Increasing normal stress / dense loose Displacement Normalising curves to normal stress leads to a unique set of curves for each soil.

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**Section 4 - Shear Strength of Soils**

Types of Shear Test Stress controlled test Strain controlled test (as done in practical) Failure in stress controlled test BANG! Displacement F N N N N N N Readings cannot be taken after peak in a stress controlled test

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**Section 4 - Shear Strength of Soils**

Dense Test Loose Test displacement displacement V displacement V displacement Medium Dense

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**Section 4 - Shear Strength of Soils**

Plot volume changes as Void Ratio Void Ratio displacement loose Critical void ratio medium dense All tests eventually come to same Void Ratio

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**Section 4 - Shear Strength of Soils Effects of Water Pressure**

= c + tan Does not allow for water pressure. Principal of Effective Stress From Consolidation Total Stress = effective stress + pore water pressure or ’ = u In terms of stresses involved water cannot take shear so = c + ( - u ) tan or = c + ’ tan Mohr - Coulomb failure criterion if pore water pressure = 0 then original equation applies

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**Section 4 - Shear Strength of Soils**

Distance stress point is from failure line is a measure of stability. Greater distance > greater stability Mohr - Coulomb -ve pwp moves stress point to right A +ve pwp Moves point closer to failure line less stability Moves point further from failure line greater stability Slopes near Hadleigh Essex are only stable because of -ve pwp

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**Section 4 - Shear Strength of Soils**

The Triaxial Test Problems with Standard Shear Box Shear zone is complex Difficult to get undisturbed samples which are square Difficult to do undrained or partially drained tests sands - always will be drained clays - may be partially drained - depends of strain rate.

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**Section 4 - Shear Strength of Soils**

The Triaxial Test Load Cell Pressure Sample in rubber membrane Porous stone

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**Section 4 - Shear Strength of Soils**

The Triaxial Test Cell pressure can be varied to match that in ground cylindrical samples can be obtained sample can be sealed to prevent drainage or to allow partial drainage can perform both undrained and drained tests

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**Section 4 - Shear Strength of Soils**

Drained Test allow complete dissipation of the pore water pressure. speed of the test must allow for the permeability of the material. for clays time is usually at least a week. measure the volume of water extruded from or sucked into the sample in such tests. Undrained Test no drainage is allowed. measure the pore water pressures during the test.

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**Section 4 - Shear Strength of Soils**

Drained Test response to load and volume change is similar to standard shear box. Undrained Test burette is replace by a pore water pressure measuring device. Since drainage is not required, test can be rapid. Shear stress will be lower than in drained test if positive pore water pressures develop

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**Section 4 - Shear Strength of Soils**

displacement water pressure -ve +ve Dense displacement water pressure +ve -ve Loose In undrained dense tests pwp goes negative In drained dense tests volume increases

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**Section 4 - Shear Strength of Soils**

4.8 Failure modes in the Triaxial Test. Loading its length will shorten as the strain increases some bulging towards the end. Over consolidated samples (and dense sands), usually a very definite failure plane as peak strength is reached. Normally consolidated clays and loose sands, failure zone is not visible usually numerous micro failure zones criss-crossing the bulging region. Undrained test orientation of the failure zone is at 45o to the horizontal, Drained test orientation will be at (45 + /2), - often not as well defined.

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**Section 4 - Shear Strength of Soils**

-ve pwp +ve pwp e log Water squeezed out Water sucked in Critical State Line Diagram gives an insight into why some slopes appear to fail soon after they have formed, while in other cases they are initially stable, but fail much later.

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**Section 4 - Shear Strength of Soils**

4.9 Unifying remarks on the behaviour of soils under shear. Drained Some soils expand Some soils contract Depends on initial compaction. Undrained Some samples +ve pwp develop Some samples -ve pwp develop All samples move towards Critical State Line (CSL) What happens if sample has OCR consistent with CSL? sample shears with no volume change in dense test or no pore water change in undrained test.

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