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Evaluación de la distribución y capacidad de flujo del sistema de drenaje en depósito de relaves Mina Chépica
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Evaluation of the distribution and flow capacity of Chepica Mine tailings storage´s drainage system.
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... modelación es necesario especificar que el nivel freático se encuentra por debajo del embalse de relaves aproximadamente a 2 metros de profundidad del suelo de fundación producto de las altas pendientes naturales hacia aguas abajo y las diferencias poco significativas en la permeabilidad de los materiales que componen el depósito de relaves(Díaz, 2019). ...
Estimation of consolidation settlement in Chepica Mine tailings dam.
Tailings storage facilities are exposed to a series of phenomena that promote the desaturation of the materials, e.g. seepage and evaporation fronts. The desaturation generates negative pore pressure, the so-called suction, in the pore space, which controls unsaturated seepage, transport of solutes, and shear strength of the facility. If these phenomena need to be characterized, the Soil Water Retention Curve (SWRC) is needed. This curve relates water content and suction. The construction of the SWRC in fine-grained soils requires significant equalization times, when using conventional direct methods, which limits its routine determination. Therefore, practitioners use approximate models, which are not commonly available for tailings. Regarding this, the present study explores SWRC determination in tailings samples recover from 13 tailings in Chile. A simplified estimation model is proposed based on basic properties of the material, e.g. fines content, saturation water content and the soil's specific gravity. This type of model will allow for the construction of the SWRC in the early development of engineering for tailings. In addition to this, unsaturated permeability of the tailings is characterized.
The significant growth of the metallic mining industry over the last few decades has made the construction of tailings deposits of large dimensions necessary, tailings being the fine mining waste resulting from the milling and concentration processes. The most common types of tailings dam in mining are the tailings sand dam, a special kind of hydraulic fill dam, for two main reasons: because such dams need to be built over a longperiod of time, and due to the low cost of sand available from the tailings. In particular, this paper analyses the behaviour of tailings dams in Chile, one of the most seismically active countries in the world. The design and construction of tailings dams, as well as the effect of drain gravels and filter materials on the geotechnical behaviour of the tailings sands, are also discussed. The importance of the operational phase is addressed, because in tailings dams this phase can last many years and be the determinant in the final behaviour of the dams. Finally, recommendations to mitigate risks along the complete life cycle of the dams are given, and permeability and fines content effects as well as sand tailings drained and undrained strength are considered.
Many types of soils exist in nature varying in their composition, size and characteristics. They have to be suitably classified before they are involved in any geotechnical application. However, clarity does not exist in the existing soil classification systems in classifying inorganic silts, silty sands and silty gravels that are non plastic. In order to make the unified soil classification system that is in wide usage more complete, additional group symbols are necessarily to be included that describe even the non-plastic soils also. This technical note proposes to include two new group symbols namely GMN (non-plastic silty gravels) and SMN (non-plastic silty sands) for coarse grained non-plastic soils and three more group symbols namely MLN (non-plastic, inorganic coarse silt sized fractions), MIN (non-plastic, inorganic medium silt sized fractions) and MHN (non-plastic, inorganic (fine silt + clay) sized fractions) to classify the fine grained, non-plastic silts, in the existing soil classification system.
The designations employed and the presentation of material in this publication do not imply the expression of any opinion whatsoever on the part of the Food and Agriculture Organization of the United nations concerning the legal status of any country, territory, city or area or of its authorities, or concerning the delimitations of its frontiers or boundaries. The opinions expressed in this publication are those of the author(s) alone and do not imply any opinion on the part of the FAO.
This Wiley classic presents both theoretical and practical knowledge of soil mechanics in engineering. Written by Karl Terzaghi, universally recognized as ``the father of geotechnical engineering,`` it has long been the standard in the field. It offers a fundamental understanding of how to determine and use soil properties needed for design and construction; points out appropriate nature and benefits of exploration and soil tests under various conditions; and discusses most suitable methods and types of equipment for fills, excavations, and foundations. It also features expanded coverage of vibration problems, mechanics of drainage, passive earth pressure, and consolidation. This book contains information on the following. Part 1: physical properties of soils; index properties of soils; soil exploration; and hydraulic and mechanical properties of soils. Part 2: theoretical soil mechanics; hydraulics of soils; plastic equilibrium in soils; and settlement and contact pressure. Part 3: problems of design and construction; ground improvement; earth pressure and stability of slopes; foundations; settlement due to extraneous causes; and dams and dam foundations.
Tuffisites result from volcanically-induced subsurface fragmentation, transport and de-position, and are common in explosive volcanic environments. Their study provides direct insight to the explosive volcanic processes operating within volcanic conduits. Here we report the influence of tuffisite veins on the fundamental physical properties 5 of andesitic rocks. We find that: (1) strength is unaffected by the presence and/or ori-entation of tuffisites, (2) permeability doubles when tuffisites are oriented favorable (45 degrees to fluid flow), and (3) seismic wave velocities show a continuous increase with depth, independent of vein orientation. Although the influence of tuffisites on andesitic rock properties is modest, we emphasize that the material tested represents the post-eruptive state of tuffisite. Thus, these results delineate the upper boundary of strength and lower boundary of permeability and porosity. All evidence suggests that tuffisites become compacted and lithified on relatively short time scales, restoring the strength of the rock to their initial host rock values.