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Corps curriculum
176A
SURFACE STRUCTURES:DAMS & EMBANKMENTS
using the traditional 'no-tension' gravity method and the f'mite-element technique are compared. (from Authors) 964234 Ceotrignge modeling and analysis of concrete gravity dams G. Plizzari, F. Waggnner & V. E. Saouma, Journal of Structural Engineering - ASC E, 121(10), 1995, pp 1471-1479. Following an overview of centrifugal testing, this paper reports on the first centrifuge testing of concrete gravity dam models. Test results are then contrasted with numerical predictions using fracture-mechanics-based finite-element analysis. The paper concludes with recommendations for further investigation on this new and innovative testing technique. (from Authors) 964235 Construction of low-volume sectional concrete d l m i I. A.-G. Suleimanov & I. B. Sokolov, Hydrotechnical Construction, 28(7), 1994, pp 406-410; translated from: Gidrotekhnicheskoe Stroitel'stvo (7), 1994, pp 37-40. This article discusses the construction of small concrete dams, with reference to examples in Daghestan and experience grained in construction of the Saltynsk sectional concrete dam. Labour outlays and construction times for alternative schemes are considered. (J.M.McLaughlin) 964236 Corps curriculum A. Oliver, New Civil Engineer (NCE), 1141, 1995, pp 26-27. Reports on the construction of Seven Oaks Dam in Southern California. The dam is being constructed as part of a larger programme of river training works on the Santa Ana River. The dam will store 180Mm 3 of water, which should be sufficient to cope with a 1 in 350 year flood. The structural design considering the proximity to the San Andreas Fault and the strategies planned for construction of the dam are reviewed. (C.Palce) 964237 Regrouting joints and its effect on the st~ress-straln state of the Inguri Arch D m V. A. Ashikhmen & L. E. Pronina, Hydrotechnical Construction, 28(10), 1995, pp 569-580; translated from: Gidrotekhnicheskoe Stroitel'stvo, (10), 1994, pp 1-9. The Ingnri hydroelectric power station was completed in 1986. This article discusses in detail the regrouting works, technology, and equipment used in the complete regrouting of the entire arch dam to improve its stress-strain state. Success of the operation was possible due to the development and application of new technologies including high penetrability grouts and grouts with regulated time of loss of fluidity. The stress-strain history of the dam, mathematical modelling and on-site observations, and the effects of grouting are also described. (J.M.McLaughlin) 964238 Combined methods of protecting sallfcrous foundation sobs of hydraulic structures from dissolution G. I. Pokrovskii, Hydrotechnical Construction, 28(10), 1995, pp 581-587; translated from: Gidroteklmicheskoe Stroitel'stvo, (10), 1994, pp 10-14. An increasing number of hydroelectric power station developments are being carried out on water-soluble bedrock which is widespread in areas of the Commonwealth of Independent States. This article describes engineering methods for controlling salt dissolution in the foundations of structures. Reference is made to operational experience with the Kama hydroelectric station. Field experiments to determine the effectiveness of dissolution control measures for the dam foundation on saliferous soils of a planned hydro development are detailed. (J.M.McLaughlin)
964239 Kinematic analysis of movements of an arch dam in a canyon R. E. Gei'fand, Hydrotechnical Construction, 28(10), 1995, pp 588-592; translated from: Gidrotekhnicheskoe Stroitel'stvo, (10), 1994, pp 14-16. This article presents the general principles of a method for analysing the movements of arch dams using surface marks. This method allows movements to be divided in to movement of the dam as a rigid body relative to the canyon, and a deformation component. This decomposition of movements is called a kinematic analysis of movements. The main purpose of the analysis is the detection of dangerons unidirectional movements and trends. Observation of the marks are carried out about 3-4 times a year. The article describes the initial conditions and order of conducting the analysis. A computer program has been developed. The method and program were applied to the Miatla hydrostation arc dam during the first 2 years after reservoir filling. Results are summarised. (J.M.McLaughlin)
964240 Main points of the new standards for the design of concrete and reinforced-concrete dams
A. V. Karavaev, Hydrotechnical Construction, 28(10), 1995, pp 628-629; translated from: Gidrotekhnicheskoe Stroitel'stvo, (10), 1994, pp 40-41. This article highlights some of the main differences between the new Russian building code for design of concrete and reinforced concrete SNiP 2.06.06 which is currently under development, and the existing standard SNiP 2.06.06-85 Concrete and reinforced-concrete dams. In all, about 300 changes have been made. This revision of the existing standard has been prompted by operating experience of dams, and the advance of hydropower conditions into harsh climate and permafrost regions. (J.M.McLaughlin) 964241 State of the Sayano-Shushenskue dam during four fold rise of the upper pool level to the elevation of the normal pool level E. K. Alekandrovskaya, Hydrotechnical Construction, 28(10), 1995, pp 630-634; translated from: Gidrotekhnicheskoe Stroitel'stvo, (10), 1994, pp 42-45. This article summarises an analysis of olyoervations of settlement of the dam-foundations system of this hydropower dam, its radial displacements, tilts, stress-strain state, and seepage regime during the period 1990-1993 and after a fourfold rise in the reservoir level. Results showed a tendency towards stabilisation of most parameters monitoring static behaviour. The increase of the irreversible component of radial displacements, tilts, and stresses in the concrete slowed. Continuing changes in the stress state of the foundation are musing cracks to form in the rock mass. Observation of stresses indicated the actual yielding of the banks was greater than assumed in the design. Continuing opening of horizontal joints and cracks on the upstream face within the 50m zone from the contact was observed. (J.M.McLaughlin) 964242 Three-dimensional seepage in the cores of rock-and-earthflH dams K. N. Anakhaev, Hydrotechnical Construction, 28(7), 1994, pp 388-396; translated from: Gidrotekhnicheskoe Stroitel'stvo, (7), 1993, pp 24-29. A method of calculating the three-dimensional seepage in rock and earth-fill dams with cores of different profiles is presented in this paper. The seepage calculation essentially reduces to a determination of seepage parameters in the dam core. The method is based on the analogy between traces of three-dimensional vertical seepage hands in the plane of the shore slope and streamlines with vertical plane-parallel seepage in the core. Computational relationships for determining height of leakage and position of depression surface,
SURFACE STRUCTURES:DAMS & EMBANKMENTS
using the traditional 'no-tension' gravity method and the f'mite-element technique are compared. (from Authors) 964234 Ceotrignge modeling and analysis of concrete gravity dams G. Plizzari, F. Waggnner & V. E. Saouma, Journal of Structural Engineering - ASC E, 121(10), 1995, pp 1471-1479. Following an overview of centrifugal testing, this paper reports on the first centrifuge testing of concrete gravity dam models. Test results are then contrasted with numerical predictions using fracture-mechanics-based finite-element analysis. The paper concludes with recommendations for further investigation on this new and innovative testing technique. (from Authors) 964235 Construction of low-volume sectional concrete d l m i I. A.-G. Suleimanov & I. B. Sokolov, Hydrotechnical Construction, 28(7), 1994, pp 406-410; translated from: Gidrotekhnicheskoe Stroitel'stvo (7), 1994, pp 37-40. This article discusses the construction of small concrete dams, with reference to examples in Daghestan and experience grained in construction of the Saltynsk sectional concrete dam. Labour outlays and construction times for alternative schemes are considered. (J.M.McLaughlin) 964236 Corps curriculum A. Oliver, New Civil Engineer (NCE), 1141, 1995, pp 26-27. Reports on the construction of Seven Oaks Dam in Southern California. The dam is being constructed as part of a larger programme of river training works on the Santa Ana River. The dam will store 180Mm 3 of water, which should be sufficient to cope with a 1 in 350 year flood. The structural design considering the proximity to the San Andreas Fault and the strategies planned for construction of the dam are reviewed. (C.Palce) 964237 Regrouting joints and its effect on the st~ress-straln state of the Inguri Arch D m V. A. Ashikhmen & L. E. Pronina, Hydrotechnical Construction, 28(10), 1995, pp 569-580; translated from: Gidrotekhnicheskoe Stroitel'stvo, (10), 1994, pp 1-9. The Ingnri hydroelectric power station was completed in 1986. This article discusses in detail the regrouting works, technology, and equipment used in the complete regrouting of the entire arch dam to improve its stress-strain state. Success of the operation was possible due to the development and application of new technologies including high penetrability grouts and grouts with regulated time of loss of fluidity. The stress-strain history of the dam, mathematical modelling and on-site observations, and the effects of grouting are also described. (J.M.McLaughlin) 964238 Combined methods of protecting sallfcrous foundation sobs of hydraulic structures from dissolution G. I. Pokrovskii, Hydrotechnical Construction, 28(10), 1995, pp 581-587; translated from: Gidroteklmicheskoe Stroitel'stvo, (10), 1994, pp 10-14. An increasing number of hydroelectric power station developments are being carried out on water-soluble bedrock which is widespread in areas of the Commonwealth of Independent States. This article describes engineering methods for controlling salt dissolution in the foundations of structures. Reference is made to operational experience with the Kama hydroelectric station. Field experiments to determine the effectiveness of dissolution control measures for the dam foundation on saliferous soils of a planned hydro development are detailed. (J.M.McLaughlin)
964239 Kinematic analysis of movements of an arch dam in a canyon R. E. Gei'fand, Hydrotechnical Construction, 28(10), 1995, pp 588-592; translated from: Gidrotekhnicheskoe Stroitel'stvo, (10), 1994, pp 14-16. This article presents the general principles of a method for analysing the movements of arch dams using surface marks. This method allows movements to be divided in to movement of the dam as a rigid body relative to the canyon, and a deformation component. This decomposition of movements is called a kinematic analysis of movements. The main purpose of the analysis is the detection of dangerons unidirectional movements and trends. Observation of the marks are carried out about 3-4 times a year. The article describes the initial conditions and order of conducting the analysis. A computer program has been developed. The method and program were applied to the Miatla hydrostation arc dam during the first 2 years after reservoir filling. Results are summarised. (J.M.McLaughlin)
964240 Main points of the new standards for the design of concrete and reinforced-concrete dams
A. V. Karavaev, Hydrotechnical Construction, 28(10), 1995, pp 628-629; translated from: Gidrotekhnicheskoe Stroitel'stvo, (10), 1994, pp 40-41. This article highlights some of the main differences between the new Russian building code for design of concrete and reinforced concrete SNiP 2.06.06 which is currently under development, and the existing standard SNiP 2.06.06-85 Concrete and reinforced-concrete dams. In all, about 300 changes have been made. This revision of the existing standard has been prompted by operating experience of dams, and the advance of hydropower conditions into harsh climate and permafrost regions. (J.M.McLaughlin) 964241 State of the Sayano-Shushenskue dam during four fold rise of the upper pool level to the elevation of the normal pool level E. K. Alekandrovskaya, Hydrotechnical Construction, 28(10), 1995, pp 630-634; translated from: Gidrotekhnicheskoe Stroitel'stvo, (10), 1994, pp 42-45. This article summarises an analysis of olyoervations of settlement of the dam-foundations system of this hydropower dam, its radial displacements, tilts, stress-strain state, and seepage regime during the period 1990-1993 and after a fourfold rise in the reservoir level. Results showed a tendency towards stabilisation of most parameters monitoring static behaviour. The increase of the irreversible component of radial displacements, tilts, and stresses in the concrete slowed. Continuing changes in the stress state of the foundation are musing cracks to form in the rock mass. Observation of stresses indicated the actual yielding of the banks was greater than assumed in the design. Continuing opening of horizontal joints and cracks on the upstream face within the 50m zone from the contact was observed. (J.M.McLaughlin) 964242 Three-dimensional seepage in the cores of rock-and-earthflH dams K. N. Anakhaev, Hydrotechnical Construction, 28(7), 1994, pp 388-396; translated from: Gidrotekhnicheskoe Stroitel'stvo, (7), 1993, pp 24-29. A method of calculating the three-dimensional seepage in rock and earth-fill dams with cores of different profiles is presented in this paper. The seepage calculation essentially reduces to a determination of seepage parameters in the dam core. The method is based on the analogy between traces of three-dimensional vertical seepage hands in the plane of the shore slope and streamlines with vertical plane-parallel seepage in the core. Computational relationships for determining height of leakage and position of depression surface,