the surveys done by INGEOMINAS, IGAC, IDEAM, INVIAS, Universities, etc. .. October INVIAS – IGL () – Manual de Estabilidad de Taludes – INVIAS. INTRODUCCIÓN. Los muros de contención son estructuras que proporcionan estabilidad al terreno natural u otro material cuando se modifica su talud natural. FORMATO DEL MANUAL DE INTERVENTORÍA. Manejo Ambiental, actualizada por el INVIAS en el mes de abril de , los proyectos de .. pedraplenes, así como de los taludes de las excavaciones. Captación inconformismo de propietarios y empleados de la zona que pueden ver en riesgo su estabilidad.

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The Swellex support is assumed to be installed at a distance of 4 m from the tunnel face. The savings in transportation costs should be reflected in investments compatible to road construction and conservation, both in the short and long term ranges.

All the rocks had been subjected to the stresses accompanying mountain formation – which nowadays act locally in a significant way- which produced and produce rock weakening due to deformation, fracturing or shearing. Neumann boundary conditions are used.

Cruces de Tuberia

Traditional application of this method usually uses an elastic representation of this LDP, but recently a more realistic approach has been proposed which accounts for the elasto plastic nature of rock masses. We have measured the elastic and the drop modulus in more than twenty tests for each of the two different granites named Xavier and Castro at different taluses stress levels varying between 0 and 8 MPa. The evolution of the plastic radius is shown in Fig It is important to point out that for higher GSI values, strength is higher and plastic and residual areas are smaller.

El tipo de prensa utilizado influye en los resultados de los ensayos triaxiales. These notions are illustrated in Fig Strain softening behaviour can accommodate purely brittle behaviour strain softening with a drop modulus equal to infinity and elastic perfectly plastic behaviour strain softening with a drop modulus equal to nullso brittle and elastic perfectly plastic behaviour are particular cases of the strain softening behaviour STRAIN SOFTENING Although strain softening behaviour has been already discussed in sectionit is briefly review here as manul remainder.


In this section it is explained how to characterise a strain softening Hoek Brown rock mass.

Post failure behaviour is extremely significant in the continuous approach to modelling rock In order to characterise a strain softening rock ve rock mass the following basic information is needed: It has been observed that the differences are not significant Figure 7.

This simplification produces differences in the obtained plastic radius, which are however not too large. Dirichlet boundary conditions have been Sal solidificada, sector trasero. Future work includes controlling the oil volume change inside esrabilidad Hoek cell by means of an electronic meter to estimate the volumetric strain in confined tests.

Equilibrium points are indicated by coloured circles. It is clear that Hoek Brown plastic radii are somewhat larger than Mohr Coulomb ones. D the addition of the intrinsic parameters was classed as a Susceptibility Index, and the CE indexes, properly manipulated over the area, and treated stastistically, lead to a Relative Mass Movement Hazard Index Figure 5.

The discretization area is 60 m x 60 m x 60 m and the mesh size has been regularly reduced towards tunnel zone. In these both last cases, the models were performed for elastic perfectly plastic rock masses, that is to say, ductile rocks. The following equation was proposed: To carry out the design and stability analysis estabilidax works on rock masses, it is necessary to know their strength and deformation characteristics.

This formulation, which was chosen for its simplicity, is based on Detournay but also on a study of dilatancy decay in line with the plasticity parameter in some reinterpreted cases.


The theoretically obtained values have been compared with the invizs estimated ones as shown in Figure In Figure 7. Values of elastic, peak and residual strength and post failure parameters were computed and in this case the residual GSI has been estimating starting from the original value of GSI according to: Hoek Brown strain softening rock mass parameters.


On the other hand, large zones, estabilidax in the Central Range, are covered by deep deposits of volcanic materials, resulting from the complementary effusion activity. Colombia, therefore, can dde considered as a huge and large-scale varied geotechnical laboratory. For the case of a circular excavation, the principal strains are inviias hoop and radial strains. Note that, for each approach, the elastic part of behaviour and peak failure remain constant; consequently, the variability observed in final displacements can only be due to the post failure strain behaviour.

The CCM consists of three basic components in the form of graphs: Alternatively the SSE and NSM maps can be calibrated independently with the Process Map and then contrasted to produce the final map, but the initial procedure is recommended.

Solving this problem will inviaz radial displacements, velocities and hoop and radial stresses for the excavation. Since reasonably similar results using the Hoek Brown and Mohr Coulomb approaches have obtained, and even if all the models have been run, in what follows Mohr Coulomb will only be used for representation purposes. Remark also that Hoek Brown tends to yield larger plastic radii than Mohr Coulomb and this is clearly seen in the graph, as observed in elastic perfectly plastic rock masses.

The use of these established parameters has been followed by a series of authors. Tipos y propiedades generales de los suelos Conocimiento del origen y tipos de suelos.