Experience in grouting seeping cracks in the upstream face of the Sayano-Shushenskoe hydrostation dam

Bryzgalov, V. I.; Epifanov, A. P.; Bulatov, V. A.; Permyakova, L. S.; Reinik, O. O.; Stafievskii, V. A.; Shatravskii, A. I.; Jube, J. P.; Campos, Humberto; Rolle, Massimo; Secades, H.; Efimenko, A. I.

doi:10.1007/bf02905858

Hydrotechnical Construction

1998

DOI: 10.1007/bf02905858

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Experience in grouting seeping cracks in the upstream face of the Sayano-Shushenskoe hydrostation dam

V. I. Bryzgalov¹,

A. P. Epifanov²,

V. A. Bulatov³

et al.

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Cited by 3 publications

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“…The change in seepage discharges through the upstream face during grouting was examined in detail in [2]. Extensometers (gap gauges) with a 2000-mm base, from two to five of them depending on the number of cracks and their location, were installed specially on the cracks being grouted for controlling the technological process.…”

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Monitoring changes in the stress-strain state of the Sayano-Shushenskoe hydroelectric station dam in the zone of grouting seeping cracks

Bryzgalov¹,

Bulatov²,

Epifanov³

et al. 1998

Hydrotechnical Construction

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The experience of carrying out grouting works during construction of high concrete dams attests to a substantial change in the stress state of adjacent columns under the effect of a comparatively small pressure on the surface of the joint between the columns [1]. In this connection the authors as early as the stage of working out the specifications for suppressing seepage through the stretched zone of concrete of the Sayano-Shushenskoe hydrostation dam gave special attention to possible consequences (positive and negative) of injecting grouts into seeping cracks at pressures considerably greater than those observed during grouting of the joints between columns and sections of the same Sayano-Shushenskoe dam during its construction. The firm approved to carry out the grouting works was supposed to inject comparatively viscous grouts of the "Rodur" type, as on other objects in past years, at a pressure exceeding 40 MPa at the pump outlet, which rapidly dropped on advancing along the injection path with a length of 15-20 m and at the mouth of the crack varied within 6-8 MPa with a 3 x 3-m arrangement of the holes and delivery of the polymer material through two holes. Only such a pressure made it possible to provide high-quality and continuous filling of the cracks with grout even with a small opening.During approval of the specifications specialists of the firm asserted that the effect of the grout pressure was limited to a small zone near the hole and additional opening of the cracks would not exceed the compressive strains from the unique press plate, which in cross sections with through cracks usually did not exceed 1 mm.Different regularities of additional opening of cracks that partially disturbed continuity of a cross section about 80 m high to a depth of 15-17 m ought to be expected in the particular case of grouting. The more so as grouting was to be done at upper pool levels (UPLs) close to the normal pool level (NPL), when the cracks without additional interference were in an equilibrium state.In the first years of normal operation it was established during drilling of exploratory holes and inspecting the walls by means of TV cameras that cracks were prevalent in the mass in the form of numerous small disturbance of the solidity of the concrete in zones 1.5-5.6 m high. Exploratory drilling before the start of grouting in 1996 showed the presence in each section of one to three zones with several cracks with a comparatively small opening. According to the readings of long-base deformometers, the openings of the cracks immediately before the start of industrial grouting at an UPL close to elevation 540 m were from 0.33 to 0.98 mm. At the dead storage level all cracks were practically closed. A plan was drawn up for grouting 40 zones in 24 sections to fill the main and small, intensely seeping cracks with grout into the depths of the mass. During grouting one could not assume penetration of cracks into the depths of the mass of the dam in connection with the fact that calculations established a zone of tensi...

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“…2 MPa. Closing of the contact varied from 0.1 to 5.9 mm depending on the distance from the upstream case and base of the instruments.…”

mentioning

confidence: 99%

Monitoring changes in the stress-strain state of the Sayano-Shushenskoe hydroelectric station dam in the zone of grouting seeping cracks

Bryzgalov¹,

Bulatov²,

Epifanov³

et al. 1998

Hydrotechnical Construction

Self Cite

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Refinement of the design models for evaluating the stress state of the Sayano-Shushenskoe hydrostation dam with consideration of the data of on-site observations

Bryzgalov¹,

Gordon²

1998

Hydrotechnical Construction

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During the 30 years of designing, constructing, and initial operation, the Sayano-Shushenskoe hydrostation dam has been repeatedly calculated and experimentally investigated for strength by various methods under various premises. Such a thorough and long calculated substantiation is due to two reasons. First, the Sayano-Shushenskoe dam is a unique structure constructed at the limit of the capabilities of the material (concrete) and structural members. The two-dimensional design models of the 1970s, when intense designing was being carried out, were imperfect and could not reflect many features of the static behavior of the structure. Only in the second half of the 1980s, when three-dimensional design models entered practice and made it possible to take into account the inelastic behavior of structural members, did the real possibility of a reliable calculated substantiation of the strength of the dam appear. Second, during construction there were deviations from the design sequence of constructing the dam which had a substantial effect on the formation of its stress-strain state. As a result of this, the data of on-site measurements during initial operation of the dam revealed a number of discontinuities in the dam -foundation system not predicted by the design calculations: decompression of the rock under the upstream shoulder of the dam and horizontal cracks of great depth and length in the body of the dam. Discontinuities of the dam and foundation led to a considerable increase of seepage discharges, both organized, into the drainage system, and unorganized. Suppression of water shows in the body of the dam required repair -injection of special grouts into the cracks that formed [1]. The occurrence of horizontal cracks that "cut" the cantilever as well as decompression of the foundation rock beneath the upstream face of the dam led to a decrease of the rigidity of the dam in the cantilever direction and to an increase of stresses in the arch zones of the dam. Repair also affected the stress-strain state of the damfoundation system.The aforementioned circumstances required detailed static calculations with refinement of the design models. Each design model and factors taken into account in the calculations had their own limitations and, naturally, could not reflect all features of the behavior of the structure. However, the change from relatively rough two-dimensional calculation schemes that schematized the behavior of the materials of the dam and foundation as an elastic linearly deformable shell to a sequence of calculations modeling the real scenario of constructing and loading the dam within the framework of three-dimensional inelastic design models taking into account the occurrence and development of discontinuities in the dam -foundation system made it possible to reduce substantially the difference between the results of static calculations and data of on-site observations.A brief review of the stages of investigating the stress-strain state of the Sayano-Shushenskoe dam and a brief characterization of...

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Certain characteristics of the development of deformation processes during operation of hydraulic structures at the Sayano-Shushenskoe hydroelectric station

Baryshnikov¹,

Gakhova²

1999

Hydrotechnical Construction

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Experience in grouting seeping cracks in the upstream face of the Sayano-Shushenskoe hydrostation dam

Cited by 3 publications

References 0 publications

Monitoring changes in the stress-strain state of the Sayano-Shushenskoe hydroelectric station dam in the zone of grouting seeping cracks

Monitoring changes in the stress-strain state of the Sayano-Shushenskoe hydroelectric station dam in the zone of grouting seeping cracks

Refinement of the design models for evaluating the stress state of the Sayano-Shushenskoe hydrostation dam with consideration of the data of on-site observations

Certain characteristics of the development of deformation processes during operation of hydraulic structures at the Sayano-Shushenskoe hydroelectric station

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