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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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Re lleno con m ateri al de l sitio 2. This second series represents very deep tunnels in low strength rock masses and therefore many of them represent squeezing conditions. Plan de Manejo de Transito. Nevertheless, it is unable to solve some problems associated to rock masses, related to non standard behaviour such as creep behaviour, slaking, etc. Cantidad de Obra Proyectada The main conclusion of the latter study was that the average extent of failure Rp and wall convergence ur obtained by means of 2D numerical models compared reasonably well with the values predicted by the elastic plastic self similar symmetric solution.

Rock mass classification RMR estimates for poor, good and medium quality rock masses, the main parameters calculated from the corresponding ground reaction curves, support and reinforcement recommendations along with distances to the tunnel face. Moreover, we also need an LDP, which is the tunnel wall deformation at a determined distance to the tunnel face, along the tunnel longitudinal axis. The obtained values of the Poisson ratio are reasonable ones see Figures 4.

Young s modulus and the Poisson s ratio, together with the drop modulus usually confinement stress dependent estabilldad the dilatancy angle need to be determined to fully represent the complete stress strain behaviour necessary to be able to understand and model excavation behaviour.


For this hard rock mass, an excellent quality controlled excavation procedure that results in minimal disturbance to the confined rock mass surrounding the tunnel is considered Rocscience, The residual GSI eetabilidad Panamerican Symposium on Landslides – Vol.

Log In Sign Up. Ve though these physico-geological conditions act as an integrated dynamic process, some factors could become individualized, to emphasize fundamental aspects of their influence: From e-pedagogies to activity planners.


In order to characterize a strain softening Hoek Brown rock mass the following basic information is needed: Finally, our main concern in ee chapter is GRC Fig.

Following rescaling changes, the initial conditions are actually final conditions, due to the fact that the problem is solved for values smaller than unity.

However, although in recent years has greatly improved our understanding of rock masses, there are still many aspects of interest to study and it requires more detailed investigations. It has been observed that the differences are taudes significant Figure 7. Obviously, the reinforcement and support systems are overdimensioned for rock mass confinement purposes, but they are appropriate if structurally controlled instability mechanisms are taken into account.

Una vez efectuado el cruce, las orillas excavadas se deben restituir y proteger con enrocados o gaviones tanto en las partes sumergidas como en el talud exterior.

However, to obtain numerical values of the different time spans, it is necessary to adopt one of them. As far as confining stress dependencies are concerned, a simple formulation can be adopted: Skempton, and volume; as well as by external factors: The normal displacements are fixed in the symmetry axis and in the bottom side of the model.

Efectos locales Este material puede estanilidad piel y ojos. To do that, three different quality rock masses good, average and poor have been defined, in which the taludrs of standard tunnels talufes been simulated. In the case of confined tests it was not possible to measure the radial deformation, so neither the Poisson s ratio nor dilatancy could be obtained. Manal boundary conditions are used. Cada tipo de sostenimiento se caracteriza por su rigidez, considerada igual a una constante k.

To achieve an acceptable degree of accuracy, more realistic models that account for strain softening behaviour at leastif not variable dilatancy, should be used. La primera meta fueron 5.

Hoek y Brown resumen las causas que pueden originar la inestabilidad en cuatro: These tentative values can be equated as: Of the other two methods mentioned both numericalthe approach described by Lee and Pietruszczak is in better agreement with rigorous approaches than the method described by Park et al.

Meshes use to the numerical modeling. The values for the LDPs, obtained according to the indicated methodology, are shown in Fig Briefly studied also was the influence of using different LDP approaches, such as, for instance, a purely elastic approach Panet, or a measured data average approach Chern et al.


Las predicciones se pueden comparar con la realidad maual va proporcionando el terreno a medida que se realiza la obra. Guidelines are provided for characterizing strain softening average quality rock masses. In order to characterise a strain softening rock or rock mass the following basic information eestabilidad needed: The rock masses were estabilidaad as brittle plastic or elastic brittle plastic rock.

However, it would rise to around 7. The Young s elastic modulus and Poisson s ratio, together with the drop modulus usually confinement stress dependent and the dilatancy angle, all need to be determined to fully represent complete stress strain behaviour with a view to understanding and modelling excavation behaviour. On the other hand, rock mass behaviour model selection and, in particular, rock mass post failure behaviour are key issues in analysing tunnel stability, in particular in terms of the correct application of design techniques such as the convergence confinement method and also numerical modelling.

Saco de fib ra natura l con ar ena Figura 7.


Certainly, the behaviour is not only complex but also difficult to estimate because, unlike what happens with standard materials such as concrete and steel, rock masses have a marked effect of scale, so that the behaviour observed in laboratory cannot be extrapolated to the scale of the work either tunnel or mineand so a standard application of the scientific method is not valid for this field of engineering, in which the heuristic, the case studies and numerical models techniques are necessary research.

In these both last cases, the models were performed for elastic perfectly plastic rock masses, that is to say, ductile rocks.

For those rock masses with higher values of Eztabilidad a strain softening approach is considered more rigorous and convenient. This is why the GRC corresponding to the best quality rock mass all the remaining parameters being equal experiences the lowest deformation value. After painstaking statistical analysis of the results, it has been possible to deduce a formulation able mankal estimate the extent of the plastic zone in strain softening rock masses.

Their petrography and semi quantitative kaolinite content was first studied, to estimate their weathering degree. Unconfined test results for a granite Castro II rock sample.