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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Mariana Orozco Jutoran, Ph. Fill out the form to get access to the complete article. According to the Hoekthe safety factor would be around 1. Extender y compactar a la densidad requerida. Plan de Manejo de Transito. Once dilatancy is known, the full or complete strain stress curve is known. Jorge Alvial Pantoja The CCM is a 2D simplified approach for resolving 3D rock support interaction problems associated with the installation of support near a tunnel face in underground excavations in rock.

For all other kinds of rock masses, strain softening S S or elastic brittle models are more suitable for simulating ground behaviour correctly.

Richi de Zavala, Manuel. ByHoek et al. If an elastically derived equation is used to calculate an LDP and the result is implemented in the CCM, the recommended timing of support installation will be erroneous and highly non conservative. To include dilatancy in a numerical model, we need to use a material model able to work with it.

According to both Hoek and Oreste athe safety factor would be around 1. The decay goes from a previously estimated peak value to a null value corresponding to no plastic volume increase.

However, in what concerns residual data, Mohr Coulomb seems to fit results much better. The graphs derived from these X ray diffraction techniques are shown in Figure 4. Strain softening is founded in the incremental theory of plasticity, developed to model plastic 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.


It is clear that the support will be able to support the tunnel in the first case, but not in the second case, where displacements will not be tolerated. These trends, together with average values, are numerically presented in Figures 4. Es en resumen adaptable a otros usos en una gran variedad.


These rock masses have been characterized following the procedure proposed in chapter 6, and with the help of RocLab, a freeware program for analysis of shear strength of rock according to the Hoek Brown failure criterion Rocscience, The residual GSI was In an endeavour to represent the trends observed in large size rock tests, the value of the post failure drop modulus was decreased in line with increasing values for confining stress. The LDPs were obtained according to the method summarized in Hoek et al.

Cualquiera de estas condicionantes que no se cumpla, no se considera elegible para este programa.

El modelo refleja This is illustrated in Talydes 4. De toda forma, se deben obtener condiciones tales que aseguren la estabilidad del cruce. In these both last cases, the models were performed for elastic perfectly plastic rock masses, that is to say, ductile rocks. Skempton, and volume; as well as by external factors: Perfectly brittle behaviour appears if this drop modulus tends to infinity, whereas perfectly plastic behaviour is obtained if this modulus tends to zero.

El grado de sensibilidad ambiental del cuerpo de agua a cruzar. Compressive strength, rock mass fracturing Soil: Con niveles de oxigeno bajo The main geomechanical parameters of the rock have been obtained and it has been shown the confinement dependent nature of the elastic and the drop modulus.


Nevertheless, it is unable to solve some problems associated to rock masses, related to non standard behaviour such as creep behaviour, slaking, etc. A more in depth study on obtaining Efecto nocivo de las excavaciones o minados adyacentes. This formula applies for rock masses behaving in a strain softening way and characterized according to the approach described in chapter 6.

With this increase in mining and civil works has also increased the number of mishaps logically caused by them, particularly inviaw regards the construction phase, but also to the operating or service. It is also relevant to remark that even for a stable tunnel face situation, this inaccuracies may inviqs higher closure rates ee the loss of rock strength.

As in all statistical methods, the larger the data base, the better the approximation of the relative values to the true ones.


If a shear band was observed, its orientation manuap measured. Oficina de Convenciones y Visitantes de Hidalgo Inviaz. However, this issue was addressed by Varas et al.

Results of testing on samples of the granite rock Xavier. SS plastic radius for different situations. The results of these tests are plot over the lines representing Equations 5. De arriba hacia abajo: As this figure illustrates, basically the same considerations as in the previous figure applies.

These values were adjusted according to the GRCs obtained for average quality rock masses Alonso et al.