Soil Mechanics & Foundation Engineering : Compaction of Soil & Stress distribution in soils

By Sajal Gupta|Updated : July 2nd, 2021

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Compaction of Soil & Stress Distribution in Soils

Compaction of Soil

Compaction is the application of mechanical energy to soil so as to rearrange its particles and reduce the void ratio. 
It is applied to improve the properties of existing soil or in the process of placing fill such as in the construction of embankments, road bases, runways, earth dams, and reinforced earth walls. Compaction is also used to prepare a level surface during construction of buildings. There is usually no change in the water content and in the size of the individual soil particles.

The objectives of compaction are:

  • To increase soil shear strength and therefore its bearing capacity.
  • To reduce subsequent settlement under working loads.
  • To reduce soil permeability making it more difficult for water to flow through.


Laboratory Compaction


The variation in compaction with water content and compactive effort is first determined in the laboratory. There are several tests with standard procedures such as:

  • Indian Standard Light Compaction Test (similar to Standard Proctor Test/Light Compaction Test)
  • Indian Standard Heavy Compaction Test (similar to Modified Proctor Test/Heavy Compaction Test)

image011

  • Indian Standard Light Compaction Test 

Soil is compacted into a 1000 cmmould in 3 equal layers, each layer receiving 25 blows of a 2.6 kg rammer dropped from a height of 310 mm above the soil. The compaction is repeated at various moisture contents.

  • Indian Standard Heavy Compaction Test

It was found that the Light Compaction Test (Standard Test) could not reproduce the densities measured in the field under heavier loading conditions, and this led to the development of the Heavy Compaction Test (Modified Test). The equipment and procedure are essentially the same as that used for the Standard Test except that the soil is compacted in 5 layers, each layer also receiving 25 blows. The same mould is also used. To provide the increased compactive effort, a heavier rammer of 4.9 kg and a greater drop height of 450 mm are used. 

Compactive energy applied per unit

image005

image012

  • The ratio of total energy given in heavy compaction test to that given in light compaction test

image004

Dry Density - Water Content Relationship

  • To assess the degree of compaction, it is necessary to use the dry unit weight, which is an indicator of compactness of solid soil particles in a given volume.
  • Laboratory testing is meant to establish the maximum dry density that can be attained for a given soil with a standard amount of compactive effort. 

    In the test, the dry density cannot be determined directly, and as such the bulk density and the moisture content are obtained first to calculate the dry density as 

 ,

where γd = bulk density, and w = water content.

  • A series of samples of the soil are compacted at different water contents, and a curve is drawn with axes of dry density and water content. The resulting plot usually has a distinct peak as shown. Such inverted “V” curves are obtained for cohesive soils (or soils with fines), and are known as compaction curves.

  • Dry density can be related to water content and degree of saturation (S) as 


    Thus, it can be visualized that an increase of dry density means a decrease of voids ratio and a more compact soil. 

    Similarly, dry density can be related to percentage air voids (na) as



    Relation between moisture content and dry unit weight for a saturated soil is the zero air-voids line. It is not feasible to expel air completely by compaction, no matter how much compactive effort is used and in whatever manner.


Effect of Increasing Water Content

  • As water is added to a soil at low moisture contents, it becomes easier for the particles to move past one another during the application of compacting force. The particles come closer, the voids are reduced and this causes the dry density to increase. As the water content increases, the soil particles develop larger water films around them.
  • This increase in dry density continues till a stage is reached where the water starts occupying the space that could have been occupied by the soil grains. Thus the water at this stage hinders the closer packing of grains and reduces the dry unit weight. The maximum dry density (MDD) occurs at an optimum water content (OMC), and their values can be obtained from the plot.


Effect of Increasing Compactive Effort 

  • The effect of increasing compactive effort is shown. Different curves are obtained for different compactive efforts. A greater compactive effort reduces the optimum moisture content and increases the maximum dry density.

  • An increase in compactive effort produces a very large increase in dry density for soil when it is compacted at water contents drier than the optimum moisture content.It should be noted that for moisture contents greater than the optimum, the use of heavier compaction effort will have only a small effect on increasing dry unit weights.

It can be seen that the compaction curve is not a unique soil characteristic. It depends on the compaction effort. For this reason, it is important to specify the compaction procedure (light or heavy) when giving values of MDD and OMC.


Factors Affecting Compaction


The factors that influence the achieved degree of compaction in the laboratory are:

  • Plasticity of the soil
  • Water content
  • Compactive effort

Compaction of Cohesionless Soils

For cohesionless soils (or soils without any fines), the standard compaction tests are difficult to perform. For compaction, application of vibrations is the most effective method. Watering is another method. To achieve maximum dry density, they can be compacted either in a dry state or in a saturated state.

  • For these soil types, it is usual to specify a magnitude of relative density (ID) that must be achieved. If is the current void ratio or gd is the current dry density, the relative density is usually defined in percentage as



    or

where emax and emin are the maximum and minimum void ratios that can be determined from standard tests in the laboratory, and gdmin and gdmax are the respective minimum and maximum dry densities

On the basis of relative density, sands and gravels can be grouped into different categories: 


Relative density (%)         Classification

       < 15               Very loose

      15-35              Loose

      35-65              Medium

      65-85              Dense

       > 85               Very dense

It is not possible to determine the dry density from the value of the relative density. The reason is that the values of the maximum and minimum dry densities (or void ratios) depend on the gradation and angularity of the soil grains. 

Engineering Behaviour of Compacted Soils

The water content of a compacted soil is expressed with reference to the OMC. Thus, soils are said to be compacted dry of optimum or wet of optimum (i.e. on the dry side or wet side of OMC). The structure of a compacted soil is not similar on both sides even when the dry density is the same, and this difference has a strong influence on the engineering characteristics.

  1. Soil Structure
    For a given compactive effort, soils have a flocculated structure on the dry side (i.e. soil particles are oriented randomly), whereas they have a dispersed structure on the wet side (i.e. particles are more oriented in a parallel arrangement perpendicular to the direction of applied stress). This is due to the well-developed adsorbed water layer (water film) surrounding each particle on the wet side. 

     
  2. Swelling
    Due to a higher water deficiency and partially developed water films in the dry side, when given access to water, the soil will soak in much more water and then swell more.
  3. Shrinkage 
    During drying, soils compacted in the wet side tend to show more shrinkage than those compacted in the dry side. In the wet side, the more orderly orientation of particles allows them to pack more efficiently.
  4. Construction Pore Water Pressure
    The compaction of man-made deposits proceeds layer by layer, and pore water pressures are induced in the previous layers. Soils compacted wet of optimum will have higher pore water pressures compared to soils compacted dry of optimum, which have initially negative pore water pressure. 
  5. Permeability 
    The randomly oriented soil in the dry side exhibits the same permeability in all directions, whereas the dispersed soil in the wet side is more permeable along particle orientation than across particle orientation.
  6. Compressibility

At low applied stresses, the dry compacted soil is less compressible on account of its truss-like arrangement of particles whereas the wet compacted soil is more compressible. 

The stress-strain curve of the dry compacted soil rises to a peak and drops down when the flocculated structure collapses. At high applied stresses, the initially flocculated and the initially dispersed soil samples will have similar structures, and they exhibit similar compressibility and strength. 

Some extra details about compaction - 

image010

 

 

 

image014

  1. Coarse grained well graded – Higher γd
  2. In clays with higher plasticity - γd decrease
  3. V shape due to bulking of pure sand

Stress Distribution in The Soil

At a point within a soil mass, stresses will be developed as a result of the soil lying above the point and by any structural or other loading imposed onto that soil mass .

Stress in the soil may be caused by:

  1. Self weight of soil
  2. Applied load on soil

Finitely loaded area

If the surface loading area is finite (point, circular, strip, rectangular, square), the vertical stress increment in the subsoil decreases with increase in the depth and the distance from the surface loading area.

Methods have been developed to estimate the vertical stress increment in sub-soil considering the shape of the surface loading area.

Boussinesq's Theory

Point Load

A point load or a Concentrated load is, strictly speaking, hypothetical in nature, consideration of it serves a useful purpose in arriving at the solutions for more complex loadings in practice.

Assumptions made by Boussinesq.


(i) The soil medium is an elastic, homogeneous, isotropic and semi-infinite medium, which infinitely in all directions from a level surface.
(ii) The medium obeys Hookes law.
(iii) The self-weight of the soil is ignored.
(iv) The soil is initially unstressed
(v) The change in volume of the soil upon application of the loads on to it is neglected.
(vi) The top surface of the medium is free of shear stress and is subjected to only the point load at a specified location.
(vii) Continuity of stress is considered to exist in the medium.
(viii) The stresses are distributed symmetrically with respect to z axis.

The Boussinesq equations are as follows :

This intensity of vertical stress directly below the point load, on its axis of loading (r=0) is given by:

The vertical stress on a horizontal plane at depth „Z‟ is given by

Z being a specified depth.

 

 

 

Boussinesq's Result

image011

image012

image013

Westergaard's Theory

(i) image008

(ii) image009

(iii) image010

 

Westergaard's Results

(i) Vertical Stresss due to Live Loads

image014 

where, σz = Vertical stress of any point having coordinate (x, z)

Load intensity = q'/m

at X = 0 

image015

image016

(ii) Vertical Stress due to Strip Loading

image017

where, σz = Vertical stress at point 'p'

image018

(iii) image019

image020

(iv) Vertical stress below uniform load acting on a circular area.

σz = q(1-cos3 θ)

where, image021

image022

Newmark's Chart Method (Uniform Load on irregular Areas)

  • Newmark (1942) constructed influence chart , based on the Boussinesq solution to determine the vertical stress increase at any point below an area of any shape carrying uniform pressure.
  • This method is applicable to semi-infinite, homogeneous, isotropic and elastic soil mass. It is not applicable for layered structure.
  • The greatest advantage of this method is that it can be applied for a uniformly distributed area of an irregular shape.
  • Chart consists of influence areas which have an influence value of 0.005 per unit pressure.
  • Position the loaded area on the chart such that the point at which the vertical stress required is at the centre of the chart.
  • Newmark's chart is made of concentric circles and radial lines. Normally there are 10 concentric circles and 20 radial lines.

No. of concentric circle = 10

No. of radial lines = 20

Influence of area (1) = Influence of area (2) = Influence of area (3)

Influence of each area

image023

σz = 0.005qNA

where, NA = Total number of sectorial area of Newmark's chart.

image024

Approximate method

(i) Equivalent Load Method

image025

where, 

image026

image027

(ii) Trapezoidal Method

σz at depth image028

For 1H : 1 V

image029

image030

image031

(iii) Stress Isobar Method:

Area bounded by 0.2q stress isobar is considered to be stressed by vertical stress on loading.

0.2q = 20% Stress Isobar

image032

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Sajal GuptaSajal GuptaMember since Mar 2020
B.E- Civil, Thapar University, Patiala Cracked Gate-2017, 2018, 2020 1 yr work exp at Wapcos, MoWR
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