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1.
Bulatov V. A. Shakhmaeva E. Yu. 《Power Technology and Engineering (formerly Hydrotechnical Construction)》1994,28(4):216-221
| 1. | Processes of variation of the dam-foundation-abutments system are not fading away, the operating regime of the structure has not stabilized. |
| 2. | The unsteady and inelastic work of the bank abutments, evidently, is one of the causes of irreversible radial movements and development of fracturing in the first column of the dam. |
| 3. | Cracking on the upstream face and progressive seepage through the concrete of the first column worsen the state of the concrete and the cracks are subject to healing by polymer materials. Polymer injections do not improve the work of the structure, but if the cracks are not healed promptly the volume of necessary repair works will increase with the course of time. |
| 4. | To evaluate the stress state of the dam it is necessary to make calculations with consideration of the large stress raisers: water intakes, gate grooves, etc. |
| 5. | It is required to evaluate the fact of the excess by a factor of 2–3 of the increments of the maximum arch stress over the design values in various load ranges. |
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Aleksandrovskaya É. K. 《Power Technology and Engineering (formerly Hydrotechnical Construction)》1994,28(10):630-634
| 1. | An analysis of the data of on-site observations in 1990–1993 showed that after a fourfold rise of the water level in the reservoir of the Sayano-Shushenskoe dam, a tendency toward stabilization of most monitored parameters characterizing the static behavior of the structure was noted. |
| 2. | The increase of the irreversible component of radial displacements, tilts, and stresses in concrete slowed. The opening at the rock-concrete contact during seasonal rises of the upper pool level is gradually stabilizing, and the depth of opening (from the upstream face) is not increasing. Although the seepage discharges through the foundation during the last four years increased, the rate of increase decreased by the end of the indicated period. |
| 3. | An increase of drainage discharges and a change in the piezometric heads (sometime anomalous) with the same upper pool levels indicate continuing changes in the stress state in the dam foundation, which is causing the formation of cracks in the rock mass. |
| 4. | The magnitude and character of the change in stresses in the arch abutments and strains in the rock mass of the bank abutments indicate that the actual yielding of the banks was greater than was assumed in the design. |
| 5. | Opening of horizontal joints and cracks on the upstream face within the 50-m zone from the contact during seasonal rises of the UPL to the NPL is continuing. Here a tendency toward penetration of the opening into the depths of the concrete mass is observed. The character of variation of the cantilever stresses at the upstream face in recent years indicates opening of horizontal joints and cracks at elevations higher than 50 m from the base of the structure. |
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O. N. Nosova O. G. Margolina 《Power Technology and Engineering (formerly Hydrotechnical Construction)》1990,24(8):525-530
| 1. | The means of engineering protection of the foundation of the structure from seepage specified by the design of the dam of the S-Sh HES provided an effective reduction of the head on the upstream stretch of the underground contour. In this case, the value of the uplift on the base of the dam does not exceed the design values, and the discharges in the drainage devices remain below the values specified by calculation. |
| 2. | The seepage inhomogeneity of the dam foundation is comparatively large and has an ordered character, which was not taken into account in the seepage calculations. Modeling of such an object requires the fabrication of three-dimensional models. |
| 3. | During staged filling of the reservoir, noticeably abrupt changes in the permeability of the permeable medium occurred along with slowly developing processes of an increase of fracture porosity corresponding to a general increase of the head on the structure. Such sharp changes occurred during filling of the reservoir at a rate greater than 2 m/day. |
| 4. | A tendency toward a decrease of the effectiveness of the curtain and drainage device is noted with the course of time. The causes of this, as is seen, are decompression of the contact zone related to seasonal variations of the stress-strain state of the medium in the region of transition of the dam with the foundation rocks and intense deposition of sediments in the drain wells. |
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V. I. Bryzgalov E. Yu. Shakhmaeva 《Power Technology and Engineering (formerly Hydrotechnical Construction)》1998,32(9):556-562
Conclusions
Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 9, pp. 72–78, September, 1998. 相似文献
| 1. | The design organization could not have contemplated the scale of the loosening of the rock mass, as a result of which the lower surface of the dam and the contact zone of the foundation bed were not instrumented to the degree necessary for direct measurments of openings and loosening in the contact zone. |
| 2. | The readings of available slit gages are insufficient for estimation of total openings. |
| 3. | Lower and upper estimates of the openings in the contact zone near the thrust face are obtained from readings of transverse hydrolevels. It is understood from geometric representations that even for several horizons, the total opening cannot exceed the vertical component of the displacements obtained as a result of inclination of the lower surface. |
| 4. | In addition to estimates of maximum expected openings, the fact of the “in-leakage” of these values from year to year is of interest. Estimating this process for the period from 1991 through 1997 from hydrolevel readings, we obtain an additional opening of from 2.3 to 4.4 mm in section 33 (according to minimum and maximum estimates). This process proceeds more vigorously under the spillway portion of the dam than beneath the powerhouse portion, and it is especially noticeable beneath section 45. |
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Popov A. V. Shatravskii A. I. 《Power Technology and Engineering (formerly Hydrotechnical Construction)》1994,28(4):204-208
Power Technology and Engineering - 相似文献
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贾瑞红 《水科学与工程技术》2003,(6):43-44
通过对陡河水库提高汛限水位和正常蓄水位的可行性分析,将汛限水位由32.0m提高到33.5m～34.0m,正常蓄水位由34.0m提高到34.3m,水库的淹没风险最小,经济效益最大。该方法是水库充分利用雨洪资源,发挥最大经济效益的切实可行的方法。 相似文献
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Permyakova L. S. Reshetnikova E. N. Epifanov A. P. 《Power Technology and Engineering (formerly Hydrotechnical Construction)》1994,28(4):209-215
| 1. | The rock foundation of the Sayano-Shushenskoe dam is inhomogeneous in its seepage characteristics: individual stretches in zones of tectonic crushing of the rock are the most permeable. |
| 2. | The depth of opening of the rock-concrete contact does not exceed 27 m. |
| 3. | 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 grout curtain were detected. |
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V. N. Durcheva S. M. Puchkova 《Power Technology and Engineering (formerly Hydrotechnical Construction)》2006,40(2):71-78
Operation of the dam in a transitional mode is described.
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Translated from Gidrotekhnicheskoe Stroitel’stvo, No. 1, January 2006, pp. 8–15. 相似文献
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G. Kh. Khakimova 《Power Technology and Engineering (formerly Hydrotechnical Construction)》1986,20(4):204-208
Conclusions On-site observations and a theoretical analysis indicate that uplift of rocks in the upper pool during filling of a reservoir can be a substantial factor in the formation of the stress-strain state of the foundation. Under certain geological and hydrogeological conditions uplift can cause rises both of the foundation and abutments and of the banks in the upper and lower pools, or a decrease of settlements compared with those expected.Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 4, pp. 10–13, April, 1986. 相似文献
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本文结合江西省龙南县新都拦河坝工程实例,阐述了城区拦河坝正常蓄水位与坝型的选择,应在满足城市水景观要求的基础上,尽量减少库区淹没,同时不增加上游河道两岸的防洪压力. 相似文献
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V. A. Koren'kov 《Power Technology and Engineering (formerly Hydrotechnical Construction)》1979,13(8):777-781
Conclusion During construction of the Sayano-Shushenskoe hydrostation ice was passed through the narrowed 130-m wide channel for 7 years
and for 3 years through the 5.3-m wide dewatering outlets which, during the ice run, were not submerged and operated as narrow
deep bays with wide separating piers. Observations established that the planned and actual outer and height contours of the
earth cofferdams and cribs of the foundation area of the first stage and their construction successfully performed their functions
under rather complex ice conditions (especially in the springs of 1969–1971).
For the first time in hydrotechnical construction practice conparatively large ice runs were passed through 5.3-m ice-discharge
bays. The appropriate hydraulic conditions (flow depth more than 9–10 m and approach velocities more than 3 m/sec) were the
decisive factors providing for the successful passage of ice under these conditions.
Consideration of the experience by previously constructed Siberian hydrostations on rivers with heavy ice runs made it possible
to make simple and economic decisions with respect to individual problems (rejection of high jackets on the cribs, use of
earth cofferdams, use of narrow first stage dewatering outlets). In the future when using schemes for ice passages through
narrow dewatering outlets under more rigorous climatic conditions it is necessary to take into account the possibility of
their considerable freezing over and intensified ice formation in them during the winter.
The solution to complex problems of ice passage when constructing hydrostations on the middle and lower reaches of large Siberian
rivers requires further on-site observations at hydrostations under construction and improvement of model-calculation methods
of investigation.
Translated from Gidrotekhnicheskoe Stroitel'stvo, No. 8, pp. 25–28, August, 1979. 相似文献
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Moroz A. Ya. Shatravskii A. I. 《Power Technology and Engineering (formerly Hydrotechnical Construction)》1994,28(4):200-203
| 1. | The actual state of the outlet works as a whole can be evaluated as positive. |
| 2. | To provide complete readiness of the outlet works for service regimes and to keep them in good working order, it is necessary to seal the existing damages and subsequently to carry out annual scheduled preventive maintenance. |
| 3. | Long service of the restored bottom revetment of the stilling basin is possible under conditions of a moderate regime of waste discharges with their uniform distribution over the basin width, shortening of their duration, and reduction of the number of outlets put into operation. |
| 4. | The restored basin revetment is in need of careful observation of its condition and sealing. |
| 5. | The use of outlets for reducing the rate of filling the reservoir and especially for providing navigation releases is not permissible. They should be used only if the discharge capacity of the hydrostation units is insufficient for preventing filling of the reservoir during the spring flood above the elevation of the NPL as well as for not exceeding the NPL during passage of the summer-fall freshets with the reservoir filled to the NPL. |
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