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HYDRAULICS. ENGINEERING HYDROLOGY. HYDRAULIC ENGINEERING

Hydrogeological model of the territory of Kowsar hydraulic project

Vestnik MGSU 3/2015
  • Orekhov Vyacheslav Valentinovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, chief research worker, Scientific and Technical Center “Examination, Design, Inspection”, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Khokhotva Sergey Nikolaevich - Moscow branch of ENEX Deputy Head, Centre of Hydraulic Structures Safety, Moscow branch of ENEX, 13 Vol’naya str., Moscow, 105118, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 59-68

Mathematical hydrogeology model of the territory of Kowsar Project was created with account for the results of the engineering surveys and hydro geological monitoring, which was conducted in the process of Kowsar Project construction. In order to create the model in the present work a universal computer system Ansys was used, which implements the finite element method and solid modeling technology, allowing to solve the filtration problem with the use of thermal analogy. The three-dimensional geometric model was built with use of the principle “hard body” modeling, which displays the main line of the territory relief, including the created water reservoir, geological structure (anticline Duk) and the main lithological complexes developed within the territory. In the limestone mass As here is a zone characterized by water permeability on territory of Kowsar Project, and a layer characterized by seepage feeding, which occurs outside the considered territory. The water reservoir is a source of the change of hydro geological situation. The results of field observations witness, that the levels of underground waters within the area of the main structures reacts almost instantly on the water level change in the water reservoir; the delay period of levels change is not more than 1,5…2,0 weeks at maximum distance from the water reservoir. These particularities of the hydro geological regime allow using the steady-state scheme of the decision of forecast problems. The mass of limestone As, containing the structures of the Kowsar Project, is not homogeneous and anisotropy in its seepage characteristics. The heterogeneity is conditioned by exogenous influence on the mass up to the depth of 100…150 m. The seepage anisotropy of the mass is expressed by the difference of water permeability of the mass along and across the layers for almost one order. The structures of Kowsar Project is presented by a dam, grouting curtain on axis of the dam and consolidation curtain in its both banks, drainage structures. Underground waters of the territory are formed by infiltration. They unload in river Heirabad. In accordance with this circumstance, the northwest (the right bank) and the south-east (the left bank) hydro geological borders of the model are the borders with constant discharge seepage, entering from the area of the feeding in the area of unloading. The borders are distanced from the river on 2,5 km. In accordance with the regional direction of the flow of underground waters, the model is limited along the lines of the current (the impervious borders) at northeast (upwards on river) and south-west (down on river). Those borders are distanced from river on 2,2…2,3 km. As a result, the area of model is 28 km
2. Aroofing of almost watertight marls of the retinue Pb is the bottom border of the model. Theinternal borders are presented by the river Heirabad, the water reservoir and the drainage structures. The calibration of the model was conducted at the reservoir water mark of 580 m and 606…610 m. The correctness criterion of the decision had shown the convergence of the obtained values of discharge level of underground waters with the data of natural observations. In the process of calibration the revision of the input data was carried out - a seepage characteristic of thick limestone mass As and discharge, entering from the right and left bank borders of the model. The forecast calculation was performed for water reservoir level of 620 m. The creation of water reservoir has influenced the seepage regime of the territory by the area of more than 25 km
2. As a result of the buttress of the natural inflow there occurred the redistribution of the natural inflow and change of the direction of the natural inflow that has caused the appearance of springs in downstream of dam near the contact of the series As-Gs. The design inflow of underground waters in the river Heirabad on the area from dam up to the contact of the suites As and Gs in downstream is 2,4…2,6 m
3/s including springs. The share of the direct seepage from water reservoir forms ~40 % of this values, the rest 60 % correspond to the unload natural inflow redistributed as a result of buttress. It is possible to define the level and discharges of underground waters on the territory of hydro unit under any elevation of water reservoir with the help of the created geo seepage model. The model can be used for effectiveness evaluation of the grouting curtain in the operation period.

DOI: 10.22227/1997-0935.2015.3.59-68

References
  1. Lawrence K.L. ANSYS Tutorial Release 14. SDC Publication, 2012, 176 p.
  2. Basov K.A. ANSYS: spravochnik pol’zovatelya [ANSYS: User’s Guide]. Moscow, DMK Press, 2011, 640 p. (In Russian)
  3. Shestakov V.M. Gidrogeodinamika [Hydrogeodinamics]. 3rd edition, revised and enlarged. Moscow, MGU Publ., 1995, 368 p. (In Russian)
  4. Mironenko V.A. Dinamika podzemnykh vod [Dynamics of Groundwaters]. 5th edition. Moscow, Gornaya kniga Publ., 2009, 519 p. (In Russian)
  5. Segerlind L.J. Applied Finite Element Analysis. New York, John Wiley and Sons, Ink., 1976, 448 p.
  6. Orekhov V.V., Khokhotva S.N. Ob’’emnaya matematicheskaya model’ geofil’tratsii skal’nogo massiva, vmeshchayushchego podzemnye sooruzheniya GES Yali vo V’etname [Volume Mathematical Model of Geofiltration of the Rocky Massif Accommodating Underground Structures of Yali HPP in Vietnam]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 2004, no. 12, pp. 46—47. (In Russian)
  7. Aniskin N.A., Antonov A.S., Mgalobelov Yu.B., Deyneko A.V. Issledovanie fil’tratsionnogo rezhima osnovaniy vysokikh plotin na matematicheskikh modelyakh [Studying the Filtration Mode of Large Dams’ Foundations on Mathematical Models]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2014, no. 10, pp. 114—131. (In Russian)
  8. Locke M., Indraratna B., Adikari G. Time-Dependent Particle Transport through Granular Filters. Journal of Geotechnical and Geoenvironmental Engineering. 2001, vol. 127, no. 6, pp. 521—528. DOI: http://dx.doi.org/10.1061/(ASCE)1090-0241(2001)127:6(521)
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  15. Vladimirov V.B., Zaretskiy Yu.K., Orekhov V.V. Matematicheskaya model’ monitoringa kamenno-zemlyanoy plotiny gidrouzla Khoabin’ [Mathematical Monitoring Model for Rock-Earth Dam of the Hoa Binh HPP]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 2003, no. 6, pp. 47—52. (In Russian)
  16. Mgalobelov Yu.B., Il’in Yu.V. Ispol’zovanie trekhmernoy matematicheskoy modeli pri proektirovanii i obosnovanii nadezhnosti betonnykh sooruzheniy gidrouzla Merove (Sudan) [Using Three-Dimensional Mathematical Model For The Design And Rationale Reliability Of Merove HPP Concrete Structures (Sudan)]. Yubileynyy sbornik nauchnykh trudov Gidroproekta (1930—2000) [Anniversary Collection of Scientific Works of Gidroproekt (1930—2000)]. No. 159. Moscow, Gidroproekt Publ., 2000, pp. 327—339. (In Russian)
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  20. Darsy N. Les fontaines publicues de la ville de Dijon. Paris, Victor Dalmont, 1856, 647 p.

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Evaluation of the effectiveness of grouting curtain on the basis of the analysis of groundwater temperature fluctuations behind the dam

Vestnik MGSU 4/2015
  • Orekhov Vyacheslav Valentinovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, chief research worker, Scientific and Technical Center “Examination, Design, Inspection”, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Khokhotva Sergey Nikolaevich - Moscow branch of ENEX Deputy Head, Centre of Hydraulic Structures Safety, Moscow branch of ENEX, 13 Vol’naya str., Moscow, 105118, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 126-133

In the article the authors considered the technique of evaluating the performance of a grouting curtain basing on the analysis of mathematical forecasting and regular measurements of water temperature in the reservoir and in the rock mass behind the dam. The initial data for the solution of heat transfer problem are the rate of filtration, obtained from the solution of the stationary problem of filtration, and the experimental factor, generalizing thermophysical properties of rocks. For calculating the period of time from to the change of the water temperature in the reservoir till the change of water temperature at the reference point of the rock mass a computer program was designed, which allows defining the path and time of filtration from the reservoir to the reference point in the rock mass with the help of the reverse conversion on flow lines. The calculation was carried out from the point in question in the rock mass till the crossing paths of filtration with the bottom boundary of the reservoir. As an example, we present the results of computational studies of filtration and temperature regimes in the rock foundation of a concrete dam at the design work of the grouting curtain and in case of the presence of pervious area. The calculations were performed with a time step
dt = 2 days. At each time step, with account of water motion along the lines of the current through the rock mass, the previous position of the reference points in space has been determined, for which the value of the velocity vector of filtration field was corrected. In the first case, the motion of water from the reservoir was carried out in the circumvention of the grouting curtain. In the second case, the motion of water took place from the reservoir through the permeable portion of the grouting curtain. The change of the water temperature during its seepage from the water reservoir through permeable area of grouting curtain because of conductive heat transmission in all the checkpoints in permeable area of grouting curtain is 0.5-1.0 °C at measurement accuracy of water temperature 0.1 °C. Thereby, by measuring the changes of water temperature in the reservoir and in the rock mass behind the grouting curtain as a result of alternative calculations using the developed method we can calculate the position and size of a possible permeable area.

DOI: 10.22227/1997-0935.2015.4.126-133

References
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  2. Losleben T.R. Pilot Study of Horizontal Roughing Filtration in Northern Ghana as Pretreatment for Highly Turbid Dugout Water. Master of Engineering Thesis. USA Massachussets Institute of Technology, 2008, 149 p.
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  4. Anakhaev K.N., Shogenova Zh.Kh., Amshokov B.Kh. Raschet fil’tratsii cherez zemlyanye plotiny na pronitsaemom osnovanii raznoy moshchnosti [Calculation of the Filtration through the Earth Dams on Permeable Foundation of Different Capacity]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 2011, no. 2. pp. 29—33. (In Russian)
  5. Orekhov V.V., Khokhotva S.N. Ob”emnaya matematicheskaya model’ geofil’tratsii skal’nogo massiva, vmeshchayushchego podzemnye sooruzheniya GES Yali vo V’etname [Volume Mathematical Model of the Rocky Massif Geofiltration Accommodating Underground Structures of Yali HPP in Vietnam]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 2004, no. 12, pp. 46—47. (In Russian)
  6. Markhilevich O.K. Primenenie metodov modelirovaniya geofil’tratsii pri proektirovanii gidrotekhnicheskikh sooruzheniy [Application of Modeling Techniques of Geofiltration When Designing Hydraulic Structures]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 2009, no. 4. pp. 61—72. (In Russian)
  7. Hayasi C., Tatezhi T., Menjo M. 3-D Seepage Analyses on Limb-Grouting Design by FEM. Proc. of the 4th Int. C. on Dam Engineering. Nanjing, China, A.A. Balkema. 2004, pp. 411—420. DOI: http://dx.doi.org/10.1201/9780203020678.ch45.
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  9. Il’in V.V., Kolomiytseva Yu.N., Stepanenko I.A., Shevlyagin Yu.S., Yudkevich A.I. Opyt modelirovaniya geofil’tratsii v proektakh meropriyatiy po povysheniyu bezopasnosti gidrosooruzheniy [Experience of Geofiltration Modeling in the Projects of Measures to Improve the Safety of Hydraulic Structures]. Sbornik nauchnykh trudov Gidroproekta [Collection of Scientific Works of Hydroproject]. Moscow, 2000, no. 159, pp. 307—326. (In Russian)
  10. Zaretskiy Yu.K., Ilarionov E.D., Orekhov V.V. Analiz napryazhennogo sostoyaniya i treshchinostoykosti yader kamenno-zemlyanykh plotin [Analysis of the Stress State and Crack Resistance of the Cores of Rock-Earth Dams]. Energeticheskoe stroitel’stvo [Energy Construction]. 1978, no. 12, pp. 60—65. (In Russian)
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  17. Tsybin A.M. K sozdaniyu metoda rascheta temperaturnogo rezhima betonnoy plotiny pri nalichii fil’tratsionnogo potoka v osnovanii [On Creating the Calculation Method of the Temperature Mode of a Concrete Dam in the Presence of Seepage in the Base]. Trudy koordinatsionnykh soveshchaniy po gidrotekhnike. VNIIG im B.E. Vedeneva [Proceedings of the Coordination Meetings on Hydraulic Engineering. B.E. Vedeneev VNIIG]. Leningrad, Energiya Publ., 1975, no. 103, pp. 241—245. (In Russian)
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