Title, Fundamentos de mecánica de suelos. Author, Roy Whitlow. Edition, 2. Publisher, Compañía Editorial Continental, Length, pages. Fundamentos de Mecanica de Suelos – 2 Edicion by Roy Whitlow, February , Compaia Editorial Continental edition, Paperback in. Fundamentos de Mecanica de Suelos – 2 Edicion (English, Spanish, Paperback) / Author: Roy Whitlow ; ; Agriculture & farming, Professional.

Author: Kajirr Tausar
Country: Burma
Language: English (Spanish)
Genre: Environment
Published (Last): 12 October 2015
Pages: 335
PDF File Size: 6.81 Mb
ePub File Size: 15.36 Mb
ISBN: 956-8-78771-141-5
Downloads: 69617
Price: Free* [*Free Regsitration Required]
Uploader: Tauramar

Two forms of problem may be defined: Assuming the plot derived in part a to be correct, the errors incdrred when assuming a 30″ load spread are: The drainage conditions during the test influence the measured values considerably.

It is therefore convenient to use a logarithmic scale and to define the quantity soil suction index or p F index: The sample is then allowed to swell DE at the original back pressure until failure occurs. Tests on the soil forming a road sub-grade have shown a liquid limit of 54 per cent, a plastic limit of 20 per cent and a bulk density of For example, in the case of vertical stress below the centre of a circular foundation of radius a Fig.

Fundamentos De Mecanica De Suelos Roy Whitlow Desc | forknelsupp

Top of clay o: The properties of this adsorbed water layer are markedly different from those of ordinary water: In order to obtain easily comparable and non-dimensional plots adjusted for stress history, test results can be novmalised by dividing by an equivalent stress value that occurs on either the CSL or the NCL.

Where the average specific surface is high, as in montmorillonite clays, this plasticity may be extremely high and the soil extremely compressible. Values may be found for E’ from the deviator-stresslaxial-strain curves obtained from triaxial tests.

Write down an expression for the effective stress at level A-A and use this to establish the depth H to which the water in the trench can be reduced before instability occurs.

With these provisos in mind, however, the Coulomb equation is still a suitable basis for describing shear strength measured in tests, where only basic parameters e.

Fundamentos de Mecanica de Suelos – 2 Edicion (English, Spanish, Paperback)

And yet fundwmentos is a unique relationship between applied stress, shear strength and volume – this occurs at the critical state. In lightly overconsolidated soil the shear will usually be less definite Fig. The growth of ice then tends to be highly localised, resulting in the formation of ice lenses, which may increase the thickness of the frozen layer by up to 30 per cent. From an engineering point of view, peats pose many problems because of their high compressibility, void ratio and moisture content, and in some cases their acidity.



Draw the si ultimate angle. This is a direc are measured remoulded, a halves horizc 60 mm x 60 is used. Values of normai stress 0, shear stress 7 on the failure plane are computed and and plotted using a computer. Iry tests and iter sections.

Any foundation which has a rectilinear plan may be considered as a series of rectangles, each with a corner coincident with the point beneath which the increase in stress is required; the value of stress increase at the point is whitloww found using the principle of superposition – see worked example 6. The characteristic shape of alluvial soils is rounded or sub-rounded. British Standards Institution for Fig.

Clay particles, because of their smallness of size and flaky shape, tend to be carried well out into the sea or lake.

To record volume changes a drainage connection is made from the top of the specimen. After a test sample has been prepared to size and its mass and water content determined, it is consolidated to a required state. In Test 1, the shear stress increased steadily to an suwlos value of kPa; but in Test 2 there was a rapid rise to a peak value of kPa before a decrease toward an ultimate value similar to that in Test 1.

Four column loads of kN, kN, kN and kN respectively are located at the corners of a square of 4 m side on the surface meecanica a soil mass. Commencing with the three-dimensional strain equations applied to the case of one-dimensional compression, show that the principal stress ratio o;lo; is equal to vll l – v’ and thence determine the undrained values of v’ and E.

Its thickness would be only 0.

Laboratory tests Shear box Section 7. These differences have been demonstrated by Atkinson et al. During the axial loading, readings are taken of a the change in length of the specimen using either a dial gauge or a displacement transducerb the axial load using either a proving ring or an electronic load cell, and c the pore pressure within the specimen using either a pressure transducer or a Bourdon gauge.


The extent of a pressure bulb of a given value can provide a useful guide when considering which parts of the soil mass below a foundation will be significantly affected by the applied loading.

The normalising parameters for different types of test are shown in Fig. The inter-particle and adsorbed whitow forces may achieve equilibrium under constant ambient pressure and temperature conditions due to the movement of water molecules in or fundametos of the adsorbed layer.

A perforated top cap is provided, which is connected to the base inside the cell with a length of plastic tube; from here, via a valve, a connection leads to a volume measurement device e. Peak states and peak strengths The critical strength is rog at strains over 10 per cent. Therefore, only total stress measurements can be made, except when the rate of shearing is kept slow enough to ensure no rise in pore pressure.

l pplication de la bauxite

It is particularly useful to note the vertical and lateral extent of the pressure bulbs representing stresses equal to 0. During this stage the volume decrease due to consolidation AK should be measured and the final consolidated specific volume of the specimen v, evaluated. At very low effective stresses the peak strength envelope is clearly curved and tends toward the origin.

The increases in horizontal stress may then be determined from: The equivalent expressions for triaxial test results are normalised with respect to pf Fig. Expressions for the component stresses whtlow be obtained by integrating the Boussinesq expressions. The concept of shear whitloow is introduced in Chapter 6 and developed in detail in Chapter 7, together with some applications; further applications are dealt with in Chapters 8 and The average increase in vertical stress can be estimated from the area under the curve in Fig.

This has to be meaningful in an engineering sense, in both qualitative and quantitative terms. I’d like to read this book on Kindle Don’t have a Kindle? The yield stress of a material may be approximated by measuring the indentation hardness: