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Upper Glendevon — increasing dam stability
284A
SURFACE STRUCTURESHYDRAULIC
956255 Seepage regime of tbe foundation of the Sayano-Sbusbskoe Dam during the fiit years of permanent operation L. S. Permyakova, E. N. Reshetnikova & A. P. Epifanov, Hydrotechnical Construction, 28(4), 1994, pp 209-215; translated from: Gidrotekhnicheskoe Stroitel’stvo, 4, 1994, pp 16-21.
STRUCTURES
Power Joint Venture Corporation, is currently carrying out site preparatory work. (from Author) 956259 Pergau Dam rises above controversy A. Greeman, New Civil Engineer (NCE), 1118,1995, pp 4-5.
The rock foundation of this dam is inhomogeneous in its seepage characteristics. The depth of opening of the rockconcrete contact does not exceed 27m. During 4 years each subsequent filling of the reservoir to the NPL intensified the degree of decompression of the foundation, involving the deep curtain in this process. Signs of cracking of the middle part of the ground curtain were detected. It is necessary in the very near future to take measures to suppress seepage through the rock foundation. (from Authors)
Work is now underway on the controversial Pergau Dam in Malaysia. The dam is scheduled for completion in 1996. Controversy over UK funding for the f400 million hydroelectric project and adverse press coverage in the UK resulted in the Malaysian Government imposing a trade embargo on British companies being awarded public sector contracts. Much of the scheme is underground and involves a series of small rivers and streams being collected by 24 km of tunnel links into a relatively small reservoir on the Pergau River near the Thai border. (P.M.Taylor)
956256 Characteristics of tbe bebavior of the Sayano-Sbusbenskoe Dam during filling of the reservoir to tbe normal pool level V. A. Bulatov & E. Yu. Shakhmaeva, Hydrotechnical Construction, 28(4), 1994, pp 216-221; translated from: Gidrotekhnicheskoe Stroitel’stvo, 4, 1994, pp 21-25.
956260 Risk analysis for dam safety G. M. Salmon & D. N. D. Hartford, Zntemutiomd Water Power & Dam Construction, 47(3), 1995, pp 42-47.
Following four complete filling-drawdown cycles, some generalisations and conclusions concerning the dam-foundation-abutment system and correspondence with design assumptions are made. The operating regime of the structure has not stabilised. Unsteady and inelastic work of bank abutments is one of the causes of irreversible radial movements and fracturing in the first column of the dam. Upstream face cracking and progressive seepage through the concrete of the first column are being repaired with polymer materials. Stress state evaluation of the dam needs to consider the large stresses. (from Authors) 956257 Upper Glendevon - increasing dam stability J. W. Kerr, International Water Power & Dam Construction, 47(3), 1995, pp 36-40. The principal water resources of Fife region, Scotland are provided by a number of reservoir systems which have been progressively developed since the late 19th century to meet demand. The Glendevon System, in the Ochil Hills, consists of Eve reservoirs in a cascade system which operate in conjunction. The System is the most significant water resource in the region; it provides both the largest source of water and can supply much of the area by gravity flow. Upper Glendevon reservoir is the highest reservoir in the cascade and has a useable capacity of 4.844 million m3. The Upper Glendevon concrete gravity dam has had its share of safety problems, stability analyses and remedial works - the latest of which is described in this article. (from Author) 956258 Ready to roll at Longtan J. Dansie, Internationul Water Power & Dam Construction, 47(3), 1995, pp 24-25. China’s Longtan hydroelectric project is impressively vast with a 216.5m high dam and a total capacity of 96OOMW, it will be the highest and largest volume (7million m3) RCC dam in the world and the second largest hydropower project in China after the Three Gorges project. Even the downstream cofferdam, at 42m high, will be a major RCC dam in its own right. In addition to electricity generation, the Longtan project will have a flood control role. Located approximately 15km upstream of the town of Tia’ne, in Guangxi Zhuong Autonomous Regions, it is the largest of ten hydroelectric plants in a cascade development on the Hongshui River. Four of the others are already partially completed and generating energy. The eventual total capacity for the cascade scheme will be 11 OOOMW.The project owner, South China Electric
The results of a risk analysis can be used to guide future investigations and studies, and to supplement conventional analyses in making decisions on dam safety improvements. Once an assessment has been made of the probability and consequences of failure (i.e. risk associated with the dam), standards of acceptable risk are needed to determine if safety improvements are required. With increasing confidence in the results of risk analyses, the level of risk could become the basis of safety decisions. This paper details the development of the risk analysis techniques that underpin decisions governing international dam safety. (from Author)
Hydraulic structures 956261 Suitable wave-beigbt parameter for cbaracterhing breakwater stability G. Vidal, M. A. Losada BEE. P. D. Mansard, Journal of Waterway, Port, Coastal & Ocean Engineering - AXE, 121(2), 1995, pp 88-97. The description of a sea state just by its variance spectral density and duration is not enough to analyze the stability of rubble-mound breakwaters, since it does not include an adequate characterixation of the large waves in that sea state. Numerical simulation has been used to demonstrate that different time domain characteristics result from the simulation of a sea state solely defined by its spectrum and its duration. As a result, it is also possible to obtain drastically different damage values on a given breakwater. (from Authors) 956262 Stability of low-crested rubble-mound breakwater beads C. Vidal, M. A. Losada & E. P. D. Mansard, Journal of Waterway, Port, Coastal & Ocean Engineering - ASCE, 121(2), 1995, pp 114-122. Three-dimensional physical models of low-crested, detached rubble-mound breakwaters were built, with their individual sections representing the following components of the breakwater: front slope, crest, back slope, total section (combination of the three previous sections), front head, and back head. The stability of the armor units in each of these sections was assessed, for different freeboards, using irregular waves. This paper focuses on test results from the head sections. A comparison between the stabilities of the head and trunk sections is also discussed. (from Authors)
SURFACE STRUCTURESHYDRAULIC
956255 Seepage regime of tbe foundation of the Sayano-Sbusbskoe Dam during the fiit years of permanent operation L. S. Permyakova, E. N. Reshetnikova & A. P. Epifanov, Hydrotechnical Construction, 28(4), 1994, pp 209-215; translated from: Gidrotekhnicheskoe Stroitel’stvo, 4, 1994, pp 16-21.
STRUCTURES
Power Joint Venture Corporation, is currently carrying out site preparatory work. (from Author) 956259 Pergau Dam rises above controversy A. Greeman, New Civil Engineer (NCE), 1118,1995, pp 4-5.
The rock foundation of this dam is inhomogeneous in its seepage characteristics. The depth of opening of the rockconcrete contact does not exceed 27m. During 4 years each subsequent filling of the reservoir to the NPL intensified the degree of decompression of the foundation, involving the deep curtain in this process. Signs of cracking of the middle part of the ground curtain were detected. It is necessary in the very near future to take measures to suppress seepage through the rock foundation. (from Authors)
Work is now underway on the controversial Pergau Dam in Malaysia. The dam is scheduled for completion in 1996. Controversy over UK funding for the f400 million hydroelectric project and adverse press coverage in the UK resulted in the Malaysian Government imposing a trade embargo on British companies being awarded public sector contracts. Much of the scheme is underground and involves a series of small rivers and streams being collected by 24 km of tunnel links into a relatively small reservoir on the Pergau River near the Thai border. (P.M.Taylor)
956256 Characteristics of tbe bebavior of the Sayano-Sbusbenskoe Dam during filling of the reservoir to tbe normal pool level V. A. Bulatov & E. Yu. Shakhmaeva, Hydrotechnical Construction, 28(4), 1994, pp 216-221; translated from: Gidrotekhnicheskoe Stroitel’stvo, 4, 1994, pp 21-25.
956260 Risk analysis for dam safety G. M. Salmon & D. N. D. Hartford, Zntemutiomd Water Power & Dam Construction, 47(3), 1995, pp 42-47.
Following four complete filling-drawdown cycles, some generalisations and conclusions concerning the dam-foundation-abutment system and correspondence with design assumptions are made. The operating regime of the structure has not stabilised. Unsteady and inelastic work of bank abutments is one of the causes of irreversible radial movements and fracturing in the first column of the dam. Upstream face cracking and progressive seepage through the concrete of the first column are being repaired with polymer materials. Stress state evaluation of the dam needs to consider the large stresses. (from Authors) 956257 Upper Glendevon - increasing dam stability J. W. Kerr, International Water Power & Dam Construction, 47(3), 1995, pp 36-40. The principal water resources of Fife region, Scotland are provided by a number of reservoir systems which have been progressively developed since the late 19th century to meet demand. The Glendevon System, in the Ochil Hills, consists of Eve reservoirs in a cascade system which operate in conjunction. The System is the most significant water resource in the region; it provides both the largest source of water and can supply much of the area by gravity flow. Upper Glendevon reservoir is the highest reservoir in the cascade and has a useable capacity of 4.844 million m3. The Upper Glendevon concrete gravity dam has had its share of safety problems, stability analyses and remedial works - the latest of which is described in this article. (from Author) 956258 Ready to roll at Longtan J. Dansie, Internationul Water Power & Dam Construction, 47(3), 1995, pp 24-25. China’s Longtan hydroelectric project is impressively vast with a 216.5m high dam and a total capacity of 96OOMW, it will be the highest and largest volume (7million m3) RCC dam in the world and the second largest hydropower project in China after the Three Gorges project. Even the downstream cofferdam, at 42m high, will be a major RCC dam in its own right. In addition to electricity generation, the Longtan project will have a flood control role. Located approximately 15km upstream of the town of Tia’ne, in Guangxi Zhuong Autonomous Regions, it is the largest of ten hydroelectric plants in a cascade development on the Hongshui River. Four of the others are already partially completed and generating energy. The eventual total capacity for the cascade scheme will be 11 OOOMW.The project owner, South China Electric
The results of a risk analysis can be used to guide future investigations and studies, and to supplement conventional analyses in making decisions on dam safety improvements. Once an assessment has been made of the probability and consequences of failure (i.e. risk associated with the dam), standards of acceptable risk are needed to determine if safety improvements are required. With increasing confidence in the results of risk analyses, the level of risk could become the basis of safety decisions. This paper details the development of the risk analysis techniques that underpin decisions governing international dam safety. (from Author)
Hydraulic structures 956261 Suitable wave-beigbt parameter for cbaracterhing breakwater stability G. Vidal, M. A. Losada BEE. P. D. Mansard, Journal of Waterway, Port, Coastal & Ocean Engineering - AXE, 121(2), 1995, pp 88-97. The description of a sea state just by its variance spectral density and duration is not enough to analyze the stability of rubble-mound breakwaters, since it does not include an adequate characterixation of the large waves in that sea state. Numerical simulation has been used to demonstrate that different time domain characteristics result from the simulation of a sea state solely defined by its spectrum and its duration. As a result, it is also possible to obtain drastically different damage values on a given breakwater. (from Authors) 956262 Stability of low-crested rubble-mound breakwater beads C. Vidal, M. A. Losada & E. P. D. Mansard, Journal of Waterway, Port, Coastal & Ocean Engineering - ASCE, 121(2), 1995, pp 114-122. Three-dimensional physical models of low-crested, detached rubble-mound breakwaters were built, with their individual sections representing the following components of the breakwater: front slope, crest, back slope, total section (combination of the three previous sections), front head, and back head. The stability of the armor units in each of these sections was assessed, for different freeboards, using irregular waves. This paper focuses on test results from the head sections. A comparison between the stabilities of the head and trunk sections is also discussed. (from Authors)