BARRAGENS DE ENROCAMENTO COM FACE DE CONCRETO PDF

As barragens de enrocamento com face de concreto (BEFC) têm sido construídas com freqüência crescente em todo mundo. Apesar disso, os critérios de. Many translated example sentences containing “barragens de enrocamento” Simpósio Sobre Barragens de Enrocamento com face de Concreto [ ]. 15 out. PERCOLAÇÃO NAS BARRAGENS DE ENROCAMENTO COM FACE DE CONCRETO EM CONSTRUÇÃO – Nelson L. de S. Pinto.

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Flávio Alberto Crispel

cm Due to the result of emrocamento computations, double reinforcement mesh was adopted in large portion of the concrete face, contrary to the usual practice of using a single mesh in the center of the face. All failures occurred in the central slabs caused from high compressive stresses, presenting an unknown behavior in such type of dam. These minimizations are so more expressive as smaller are the widths of the slabs.

It must be pointed out that this feature is critical on abutments.

Barry Cooke died in For a more favorable behavior in relation concerto these efforts, the concrete face should be divided into panels that can reduce or eliminate some of the soliciting efforts above mentioned.

It also presents reflections for criteria development for future design of very high CFRDs in order to avoid such failures. This dam, built in open valley, has been showing excellent performance, and was a reference. Compressive ocm should be used in a way to allow the movement of the central slabs and relieve the compressive stresses among them.

Remember me on this computer. At Campos Novos Dam, built in a narrow valley, the displacements of the superficial benchmarks showed an accentuated move towards the center of the valley.

Such width reduction would also restrict the area of the slabs where torsional moments may occur. This model doesn’t consider the joints between the slabs of the concrete face. In his works, Cooke states that the principle of precedents must be followed, but it cannot be restrictive to the progress, either for the implementation of higher dams or for the adoption of more cost-effective solutions. Ejrocamento toafter the good behavior observed in six dumped rockfill dams belonging to Pacific Gas and Ckncreto Company USAenrocamenti heights between 23 and 45 m, higher dams were built, among them are the Salt Springs Dam USA and Paradela Dam Portugalwith heights of and m, respectively.

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Continuous compaction control, through equipments installed in the roller, could be an interesting measure to improve the control of the fill.

Except for the Salvajina dam, the others were built in narrow valleys.

His contribution in the development of this type of dam is invaluable, having participated of all Consultants Committees of CFRDs built in Brazil see Table 1 and practically of the baarragens of the main dams of this type around the world. The success of these dams, with heights of up to m Chicoasen Dam, in Mexicorestarted the construction of concrete face rockfill dams, attractive for their lower cost and shorter time of construction when local rain fall conditions are restrictive ebrocamento soil compaction.

REFLECTIONS ON NEW DESIGN OF VERY HIGH Concrete face rockfill dams | Ciro Humes –

enrocakento Thus, progressive modifications were introduced in the CFRD design, among them: However, the larger compression stresses may not be only “horizontal” along the whole concrete face. The results should receive continuous analysis to enrcamento the necessary actions in the design and in the constructive methods. These dams, however, presented serious leakage and maintenance problems. The instrumentation of the embankment and of the concrete face should be intensified to reflect dam performance, mainly of its singularities.

Compressive stresses in the concrete face with 4 Joints MPa These results show that compressible joints are effective to avoid the development of high compressive stresses.

He received many awards for his brilliant professional performance, such as the Distinguished Engineering Alumnus Award, from the University of Berkeley — Concretk, and the Terzaghi Lecturer offrom the American Society of Civil Engineers. It is worth repeating the technical contribution of Mr. They presented a quite safety behaviorbut with significant leakages as they height increased up to 90m.

The rockfill embankment dd is conditioned by several factors such as embankment zoning see Oliveira — Ref.

Such major infiltrations were associated to excessive displacements of the slabs in relation to the support plinth, whose perimetral joint was not designed to bear such displacement. Enter the email address you signed up with and we’ll email you a reset link. This problem was solved in further dams by changing the zoning of the fill material in the region of interest and new design of the perimetral joint, which had more than one sealing element and, as an additional defense line, when viable, a clay fill on the perimetral joint.

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The concern then changed from the perimetral joint to the tensile joints seals in abutment slabs. On the other hand, the tensile joints seals of the slabs on the abutments regions should be capable to absorb the largest displacements resulting from the compression of the joints in the central area. In other cases, leakages occurred by the failure of water stops due to excessive deformation.

Barry Cooke is invaluable. Click here to sign up. However, an ordered design approach is fundamental to guarantee an adequate performance of future high CFRD dams. This model must be dynamic, not only to define the zoning of the embankment as well as future adjustments, in function of the monitoring during the construction.

These modifications were successfully introduced in dams built in Brazil and in the world; however, all of them with height below m the height of Foz do Areia dam.

Cracks barragems occur in the concrete face; they would be tolerable since the embankment resists to the flow and the cracks can be easily sealed by placing fine material sandy silt. Skip to main content. Help Center Find new research papers in: This prediction must take in place the geological-geotechnical features, the shape and topography of the valley and the properties of available construction materials.

Figure 1 shows a map of horizontal compression stresses in the concrete face, considering the face without joints. Compressive stresses in the concrete face without joint MPa Figure 2 shows a map of the compressive stresses in the concrete face considering compressible joints in the region of the face A notable reduction in the the compressive stresses could be observed.

However, some of these dams presented infiltration problems. Log In Sign Up. In the decade of the of Foz do Areia Dam, in Brazil, was built with m of height, at that time the largest in the world.

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