HYDRAULICS. ENGINEERING HYDROLOGY. HYDRAULIC ENGINEERING

Analysis of the stress-strain state of New Exchequer combined damat static loads

Vestnik MGSU 2/2015
  • Sainov Mikhail Petrovich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Associate Professor, Department of Hydraulic Engineering, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Fedotov Aleksandr Aleksandrovich - Moscow State University of Civil Engineering (MGSU) student, Institute of Hydraulic and Power Engineering, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 141-152

In the article the authors analyze numerical modeling results of the stress-strain state of a combined dam created by construction of a higher rockfill dam with a reinforced concrete face behind the downstream face of the concrete dam. The analysis was conducted on the example of the design of 150 meter high New Exchequer dam (USA). Numerical modeling was conducted with consideration of non-linearity of soils deformation as well as non-linear behavior of the interaction “concrete - soil”, “concrete - concrete”. The analysis showed that though in a combined dam the concrete part gets additional displacements and settlements, its stress state remains favorable without appearance of tensile stresses and opening of the contact “concrete - rock”. This is explained by the fact that on the top the concrete dam is weightened by the reservoir hydrostatic pressure. The role of rockfill lateral pressure on the concrete dam stress state is small. There may be expected sliding of soil in relation to the concrete dam downstream face due to the loss of its shear strength. Besides, decompaction of the contact "soil - concrete" may occur, as earthfill will have considerable displacements in the direction from the concrete dam. Due to this fact the loads from the earthfill weight do not actually transfer to the concrete dam. The most critical zone in the combined dam is the interface of the reinforced concrete face with the concrete dam. Under the action of the hydrostatic pressure the earth-fill under the face will have considerable settlements and displacements, because soil slides in relation to the concrete dam downstream face. This results in considerable openings (10 cm) and shear displacements (50 сm) in the perimeter joint. The results of the numerical modeling are confirmed by the presence of seepage in New Exchequer dam, which led to the necessity of its repair. Large displacements do not allow using traditional sealing like copper water stops in the perimeter joint of combined dams. The sealing should be made of geo-membrane with placement of an asphalt pad under the face. Due to bending deformations in the lower part of the reinforced concrete face considerable tensile forces may occur. It is recommended to arrange a transverse joint in this part of the face.

DOI: 10.22227/1997-0935.2015.2.141-152

References
  1. Hammar E., Lennartsson D. The Yang Qu Dam: Optimization of Zones by Numerical Modelling on this New Type of Dam. Luleå University of Technology, 2014, 67 p.
  2. Reitter A.R. Design and Construction of the New Exchequer Dam — the World’s Highest Concrete Faced Rockfill Dam. World Dams Today. 1970, pp. 4—10.
  3. Garcia F.M., Maestro A.N., Dios R.L., de Cea J.C., Villarroel J., Martinez Mazariegos J.L. Spain´s New Yesa Dam. The International Journal on Hydropower & Dams. 2006, no. 13 (3), pp. 64—67.
  4. Dios R.L., Garcia F.M., Cea Azañedo J.C., Mazariegos J.L.M., Gonzalez-Elipe J.M.V. El Diseño del Recrecimiento del Embalse de Yesa. Revista de Obras Publicas/Marzo. 2007, no. 3, 475, pp. 129—148.
  5. Sherard J.L., Cooke J.B. Concrete-Face Rockfill Dam: I. Assessment. Journal of Geotechnical Engineering. 1987, vol. 113, no. 10, pp. 1096—1132.
  6. Sainov M.P. Vychislitel’naya programma po raschetu napryazhenno-deformirovannogo sostoyaniya gruntovykh plotin: opyt sozdaniya, metodiki i algoritmy [Computer Program for the Calculating the Stress-strain State of Soil Dams: the Experience of Creation, Techniques and Algorithms]. International Journal for Computational Civil and Structural Engineering. 2013, Vol. 9. No. 4, pp. 208—225. (In Russian)
  7. Rasskazov L.N., Dzhkha Dzh. Deformiruemost’ i prochnost’ grunta pri raschete vysokikh gruntovykh plotin [Deformability and Strength of Soils in High Soil Dam Calculation]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 1997, no. 7, pp. 31—36. (In Russian)
  8. Rasskazov L.N. Uslovie prochnosti [Strength Condition]. Trudy Instituta VODGEO. [Proceedings of the Institute VODGEО]. 1974, no. 44, pp. 53—59. (In Russian)
  9. Sainov M.P. Parametry deformiruemosti krupnooblomochnykh gruntov v tele gruntovykh plotin [Deformation Parameters of Macrofragment Soils in Soil Dams]. Stroitel’stvo: nauka i obrazovanie [Construction: Science and Education]. 2014, no. 2. Available at: http://www.nso-journal.ru/public/journals/1/issues/2014/02/2_Sainov.pdf. (In Russian)
  10. Marsal R.J. Large Scale Testing of Rockfill Materials. Journal of Soil Mech. and Foundations Division, ASCE. 1967, 93 (2), pp. 27—43.
  11. Gupta A.K. Triaxial Behaviour of Rockfill Materials. Electronic Journal of Geotechnical Engineering — Ejge.com. 2009, vol. 14, Bund J, pp. 1—18.
  12. Varadarajan A., Sharma K.G., Venkatachalam K., Gupta A.K. Testing and Modeling Two Rockfill Materials. J. Geotech. Geoenv. Engrg., ASCE. 2003, vol. 129, no. 3, pp. 206—218. DOI: http://dx.doi.org/10.1061/(ASCE)1090-0241(2003)129:3(206).
  13. Marachi N.D., Chan C.K., Seed H.B. Evaluation of Properties of Rockfill Materials. J. SMFE. 1972, 98 (1), pp. 95—114.
  14. Park H.G., Kim Y.-S., Seo M.-W., Lim H.-D. Settlement Behavior Characteristics of CFRD in Construction Period. Case of Daegok Dam. Jour. of the KGS. September 2005, vol. 21, no. 7, pp. 91—105.
  15. Sainov M.P. Poluempiricheskaya formula dlya otsenki osadok odnorodnykh gruntovykh plotin [Semiempirical Formula for Assessment of Homogeneous Earthfill Dams]. Privolzhskiy nauchnyy zhurnal [Volga Region Scientific Journal]. 2014, no. 4, pp. 108—115. (In Russian)
  16. Kearsey W.G. Recent Developments of Upstream Membranes for Rockfill Dams. A Thesis Submitted to the Faculty of Graduate Studies and Research in Partial Fulfilment of the Requirements for Requirements for the Degree of Master of Engineering In Geotechnique. Edmonton, Alberta, July, 1983, 132 p.
  17. ICOLD. Concrete Face Rockfill dam: Concepts for design and Construction. In-ternational Commision on Large Dams. Bulletin 141, 2010.
  18. ICOLD. Rockfill Dams with Concrete Facing-State of the Art. International Commision on Large Dams. Bulletin 70, 1989, pp. 11—53.
  19. Brown H.M., Kneitz P.R. Repair of New Exchequer Dam. Water Power and Dam Construction. 1987, no. 39 (9), pp. 25—29.
  20. McDonald J.E., Curtis N.F. Repair and Rehabilitation of Dams: Case Studies; Pre-pared for U.S. Army Corps of Engineers. Engineer Research and Development Center, 1999. 265 p.

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Impact of rockfill deformation on stress-strain state on dam reinforced concrete face

Vestnik MGSU 3/2015
  • Sainov Mikhail Petrovich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Associate Professor, Department of Hydraulic Engineering, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 69-78

The author considered the results of the numerical studies of stress-strain state of a 100 m high rockfill dam with a reinforced concrete face. In the analysis, the dam construction sequence and loads applied to it were considered; it was assumed that the reinforced concrete face was constructed after filling the dam. The calculations were carried out in the elastic formulation at various moduli of deformation and Poisson’s ratio. It was revealed that at rockfill settlement under the action of hydrostatic pressure the reinforced concrete face not only bends but also is subject to longitudinal force. The development of these forces is connected not only with rockfill shear deformation in horizontal direction. Depending on the value of rockfill Poisson’s ratio these longitudinal forces may be both compressive and tensile. At the Poisson’s ratio exceeding 0.25 the longitudinal forces are tensile, and when it is equal to 0.2 - they are compressive. Evidently these particular longitudinal forces are the course of crack formation in reinforced concrete faces of a number of constructed dams. The indirect confirmation of the development of tensile forces on the face is the fact that actually in all the dams with reinforced concrete face opening of perimeter joint was observed. Thus, in order to provide the strength of reinforced concrete it is important to increase rockfill shear modulus. Only the decrease of stone compressibility (i.e. increase of linear deformation modulus E) will slightly improve the stress state of the face, as the value of E has less effect on settlements and shear of the dam than Poisson’s ratio. High rockfill dams with reinforced concrete face may have a favorable stress state only at narrow site when the face horizontal displacements are inconsiderable and due to the settlements of rockfill in the face the forces are compressive but not tensile longitudinal forces.

DOI: 10.22227/1997-0935.2015.3.69-78

References
  1. Concrete Face Rockfill Dam: Concepts for Design and Construction. International Commision on Large Dams (ICOLD). 2010, Bulletin 141, 400 p.
  2. Rockfill Dams with Concrete Facing-State of the Art. International Commision on Large Dams (ICOLD). 1989, Bulletin 70, 117 p.
  3. Cooke J.B., Sherard J.L. Concrete Face Rockfill Dams — Design, Construction, and Performance: Proceedings of the 2nd Symposium. Detroit, Mich., October 1985. American Society of Civil Engineers (ASCE), New York. 658 p.
  4. Nichiporovich A.A., Borovoy A.A., editors. Proektirovanie i stroitel’stvo plotin iz mestnykh materialov : po materialam VII i VIII Mezhdunarodnykh kongressov po bol’shim plotinam [Design and Construction of Dams Made of Local Materials (based on the works of the 7th nd 8th International Congresses on Large Dams)]. Moscow, Energiya Publ., 1967, pp. 90—99. (Proektirovanie i stroitel’stvo bol’shikh plotin. Vyp. 3 [Design and Construction of Large Dams. No. 3]). (In Russian)
  5. Duncan J.M., Chang C.Y. Non-linear Analysis of Stress and Strain in Soils. ASCE Journal of the Soil Mechanics and Foundations Division. 1970, vol. 96, no. 5, pp. 1629—1653.
  6. Kondner R.L. Hyperbolic Stress-Strain Response. Cohesive Soils. ASCE Journal of Soil Mechanics and Foundation Division. 1963, vol. 89, no. 1, pp. 115—144.
  7. Radchenko V.G., Glagovskiy V.B., Kassirova N.A., Kurneva E.V., Druzhinin M.A. Sovremennoe nauchnoe obosnovanie stroitel’stva kamennonabrosnykh plotin s zhelezobetonnymi ekranami [Modern Academic Substantiation of Construction of Rockfill Dams Having Reinforced Concrete Faces]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 2004, no. 3, pp. 2—8. (In Russian)
  8. He Yu, Shouju Li, Yingxi Liu, Jun Zhang. Non-Linear Analysis of Stress and Strain of Concrete Faced Rockfill Dam for Sequential Impoundment Process. Mathematical and Computational Applications. 2010, vol. 15, no. 5, pp. 796—801.
  9. Szostak-Chrzanowski A., Massiéra M., Deng N. Concrete Face Rockfill Dams — New Challenges for Monitoring and Analysis. Reports on Geodesy. 2009, no. 2/87, pp. 381—390.
  10. Mohd Hilton Ahmad. Principal Stresses in Non-Linear Analysis of Bakun Concrete Faced Rockfill Dam. AJSTD. 2008, vol. 25, no. 2, pp. 469—479.
  11. Özkuzukiran R.S. Settlement Behavior of Concrete Face Rockfill Dams: A Case Study. A thesis Submitted for the degree of Master of Science in Civil Engineering. Middle East Technical University, 2005, 150 p.
  12. Park Han-Gyu, Seo Min-Woo, Kim Yong-Seong, Lim Heui-Dae. Settlement Behavior Characteristics of CFRD in Construction Period — Case of Daegok Dam. Jour. of the KGS. September 2005, vol. 21, no. 7, pp. 91—105.
  13. Xu L., Shen Z., Yang F., Gu X. Stress and Deformation Analysis for the Concrete Face Rockfill Dam of Wuyue Pumped Storage Power Station. Earth and Space Conference. 2012, pp. 986—995. DOI: http://dx.doi.org/10.1061/9780784412190.106.
  14. Qinxi Wu, Huai Yang, Xianjun Han, Xiaozheng Yu. Research on the Method of Relability Analysis of Concrete-Faced Rockfill dam. ICOLD, 2006, vol. 3, pp. 877—890.
  15. Halil Firat Özel. Compasion of the 2D and 3D Analyses Methods for CFRDS. A thesis submitted for the degree of Master of Science in Civil Engineering. Middle East Technical University, 2012, 93 p.
  16. Sainov M.P. Osobennosti chislennogo modelirovaniya napryazhenno-deformirovannogo sostoyaniya gruntovykh plotin s tonkimi zhestkimi protivofil’tratsionnymi elementami [Numerical Modeling of the Stress-Strain State of Earth Dams That Have Thin Rigid Seepage Control Elements]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 10, pp. 102—108. (In Russian)
  17. Sainov M.P. Osobennosti raschetov napryazhenno-deformirovannogo sostoyaniya kamennykh plotin s zhelezobetonnymi ekranami [Features of Analyses of the Stress-Strain State of Rockfill Dams Having Reinforced Concrete Faces]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2006, no. 2, pp. 78—86. (In Russian)
  18. Sainov M.P. Vychislitel’naya programma po raschetu napryazhenno-deformirovannogo sostoyaniya gruntovykh plotin: opyt sozdaniya, metodiki i algoritmy [Computer Program for the Calculation of the Stress-strain State of Soil Dams: the Experience of Creation, Techniques and Algorithms]. International Journal for Computational Civil and Structural Engineering. 2013, vol. 9, no. 4, pp. 208—225. (In Russian)
  19. Park H.G., Kim Y.-S., Seo M.-W., Lim H.-D. Settlement Behavior Characteristics of CFRD in Construction Period — Case of Daegok Dam. Jour. of the KGS. September 2005, vol. 21, no. 7, pp. 91—105.
  20. Sainov M.P. Poluempiricheskaya formula dlya otsenki osadok odnorodnykh gruntovykh plotin [Semiempirical Formula for Assessment of Homogeneous Earthfill Dams Set]. Privolzhskiy nauchnyy zhurnal [Volga Region Scientific Journal]. 2014, no. 4 (32), pp. 108—115. (In Russian)

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Study of the dam site shape effect on the behaviour of the perimeter joint of arockfill dam having a reinforced concrete face

Vestnik MGSU 9/2013
  • Sainov Mikhail Petrovich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Associate Professor, Department of Hydraulic Engineering, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 101-117

The article deals with the dam site shape effect produced on values of displacements in the perimeter joint of the 100 m high rockfill dam having a reinforced concrete face. Six alternative options of the dam site were considered: 3 sites having trapezoidal shape and 3 sites having triangular shape. The options also differ in slopes of rock sides (1:2, 1:5, 1:1). Displacements in a perimeter joint were identified based on the analyses of stress-strain states of rockfill dams, completed using the method of contact finite element to model the behaviour of joints. According to the author’s findings, displacements in the perimeter joint occur in three directions: the opening, the outline deflection of the face and the longitudinal displacement of the face. In the course of the modeling process, the perimeter joint opened in all six options, because horizontal displacements of the face (in the direction along the river channel) turned to be approximately equal to its settlement. In case of narrow (triangular) sites, the maximal opening of the joint occurs on the rock sides. In case of wide sites, opening at low levels increases to a considerable extent; large openings are observed not only on dam sides, but in the river channel, as well. An opening of the perimeter joint means reduction of values of tensile forces on the face. If the perimeter joint opens, the face is free to move in other directions. Deflections may reach large values, especially if the dam site is wide and has steep rock sides. Deflections reach maximum values in the points, where the reinforced concrete face demonstrates its maximum deflection. The studies prove that the width of the dam part in the river channel has the major effect on values of displacements in the perimeter joint.

DOI: 10.22227/1997-0935.2013.9.101-117

References
  1. Stapledon D., McGregor P., Bell G., Fell R. Geotechnical Engineering of Dams. Taylor & Francis, 2005.
  2. Chartrand C., Claisse M., Beaus?jour N., Briand M.-H., Bouzaiene H., Boisjoly C., Gonzaga G., Quenneville R., Bergeron A. Toulnustouc Dam. Canadian Consulting Engineer. October-November 2006, vol. 47, no. 6, p. 51.
  3. Nichiporovich A.A., Borovoy A.A., editor. Proektirovanie i stroitel'stvo plotin iz mestnykh materialov (po materialam VII i VIII Mezhdunarodnykh kongressov po bol'shim plotinam) [Design and Construction of Dams Made of Local Materials (based on the works of the 7th and 8th International Congresses on Large Dams)]. Moscow, Energiya Publ., 1967, pp. 90—99.
  4. Concrete Face Rockfill Dam: Concepts for Design and Construction. International Commission on Large Dams. Bulletin 141, 2010.
  5. Rockfill dams with Concrete Facing-State of the Art. International Commission on Large Dams. Bulletin 70, 1989.
  6. Sainov M.P. Osobennosti raschetov napryazhenno-deformirovannogo sostoyaniya kamennykh plotin s zhelezobetonnymi ekranami [Features of Analyses of the Stress-strain State of Rockfill Dams Having Reinforced Concrete Faces]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2006, no. 2, pp. 78—86.
  7. Vybornov K.A., Sainov M.P. Vliyanie raboty shvov na prostranstvennoe napryazhenno-deformirovannoe sostoyanie kamennoy plotiny s zhelezobetonnym ekranom [Effect of Behaviour of Seams on the Spatial Stress-strain State of a Rockfill Dam Having a Reinforced Concrete Face]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2011, no. 5, pp. 12—17.
  8. Yu H., Li Sh., Liu Y., Zhang J. Non-Linear Analysis of Stress and Strain of Concrete Faced Rockfill Dam for Sequential Impoundment Process. Mathematical and Computational Applications. 2010, vol. 15, no. 5, pp. 796—801.
  9. Park Han-Gyu, Seo Min-Woo, Kim Yong-Seong, Lim Heui-Dae. Settlement Behavior Characteristics of CFRD in Construction Period - Case of Daegok Dam. Jour. of the KGS. September 2005, vol. 21, no. 7, pp. 91—105.
  10. Szostak-Chrzanowski A., Massi?ra M., Deng N. Concrete Face Rockfill Dams – New Challenges for Monitoring and Analysis. Reports on Geodesy. 2009, no. 2/87, pp. 381—390.
  11. Gu Gangcheng. Trekhmernyy nelineynyy staticheskiy i dinamicheskiy analiz kamenno-nabrosnykh plotin s zhelezobetonnymi ekranami metodom konechnykh elementov [3D Non-linear Static and Dynamic Analysis of Rockfill Dams Having Reinforced Concrete Faces Using FEM]. Hohai University, Nankin, 1990.
  12. ?zkuzukiran R.S. Settlement Behavior of Concrete Face Rockfill Dams: a Case Study. Graduate School of Natural and Applied Sciences, Middle East Technical University, 2005.
  13. Radchenko V.G., Glagovskiy V.B., Kassirova N.A., Kurneva E.V., Druzhinin M.A. Sovremennoe nauchnoe obosnovanie stroitel'stva kamennonabrosnykh plotin s zhelezobetonnymi ekranami [Modern Academic Substantiation of Construction of Rockfill Dams Having Reinforced Concrete Faces]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering Construction]. 2004, no. 3, pp. 2—8.
  14. Gol'din A.L., Rasskazov L.N. Proektirovanie gruntovykh plotin [Design of Earthfill Dams]. Moscow, ASV Publ., 2001, 384 p.
  15. Rasskazov L.N., Dzhkha Dzh. Deformiruemost' i prochnost' grunta pri raschete vysokikh gruntovykh plotin [Deformability and Strength of Soils for Analysis of High Earthfill Dams]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering Construction]. 1997, no. 7, pp. 31—36.

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NUMERICAL MODELING OF THE STRESS-STRAIN STATE OF EARTH DAMS THAT HAVE THIN RIGID SEEPAGE CONTROL ELEMENTS

Vestnik MGSU 10/2012
  • Sainov Mikhail Petrovitch - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Associate Professor, Associate Professor, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 102 - 108

The research project covered by this article consists in the assessment of the accuracy of the findings of the analysis of the stress-strain state of earth dams that have thin rigid seepage control elements, if performed using the finite elements method. The testing procedure has demonstrated that the modeling of the stress-strain state of the earth dams that have a reinforced concrete face require high-order finite elements; otherwise, the results are distorted. The employment of finite elements with a quadratic approximation of displacements provides a sufficient accuracy in terms of the final solution. In order to simplify the problem-solving procedure that involves high-order elements, the author suggests using these elements only in the modeling of the thin rigid seepage control element. The testing procedure has demonstrated that high-quality results need non-linear finite elements applicable to both a thin rigid structure and the adjacent areas.

DOI: 10.22227/1997-0935.2012.10.102 - 108

References
  1. Gu Gan Chen. Trekhmernyy nelineynyy staticheskiy i dinamicheskiy analiz kamenno-nabrosnykh plotin s zhelezobetonnymi ekranami metodom konechnykh elementov [Three-dimensional Non-linear Static and Dynamic Analysis of Rockfill Dams That Have Reinforced Concrete Faces Using the Finite Elements Method]. Nankin, Hohai University, 1990.
  2. Belostotskiy A.M. Chislennoe modelirovanie kompleksnogo napryazhenno-deformirovannogo sostoyaniya konstruktsiy i sooruzheniy energeticheskikh ob”ektov [Numerical Modeling of the Integrated Stress-Strained State of Structures of Power Plants]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 1999, no. 8/9, pp. 88—93.
  3. Vladimirov V.B., Zaretskiy Yu.K., Orekhov V.V. Matematicheskaya model’ monitoringa kamenno-zemlyanoy plotiny gidrouzla Khoabin’ [Mathematical Model for the Monitoring of a Rockfill Dam of Hoabin Hydraulic Engineering Structure]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 2003, no. 6, pp. 47—52.
  4. Nguen Than Dat. Napryazhenno-deformirovannoe sostoyanie kamennykh plotin s zhelezobetonnym ekranom [Stress-Strained State of Rockfill Dams That Have Reinforced Concrete Faces]. Moscow, 2004.
  5. Orekhov V.V. Prognoznoe matematicheskoe modelirovanie napryazhenno-deformirovannogo sostoyaniya gruntovykh plotin i skal’nykh massivov [Predictive Mathematical Modeling of the Stress-Strained State of Earth Dams and Rock Massifs]. Moscow, 2003.
  6. Orekhov V.V. Kompleks vychislitel’nykh programm [«Zemlya-89» Software]. Issledovaniya i razrabotki po komp’yuternomu proektirovaniyu fundamentov i osnovaniy [Research and Development in the Area of Computer-aided Design of Foundations and Beddings]. Collected works of universities. Novcherkassk, 1990, pp. 14—20.
  7. Rasskazov L.N., Sainov M.P. Chislennye issledovaniya nadezhnosti vysokoy kamennoy plotiny s zhelezobetonnym ekranom i podekranovoy zonoy iz gruntotsementobetona [Numerical Research of Reliability of a High Rockfill Dam That Has a Reinforced Concrete Face and a Sub-face Area Made of Soil and Cement Concrete]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 2012, no. 2, pp. 30—34.
  8. Sainov M.P. Osobennosti raschetov napryazhenno-deformirovannogo sostoyaniya kamennykh plotin s zhelezobetonnymi ekranami [Analysis of the Stress-Strained State of Rockfill Dams That Have Reinforced Concrete Faces]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2006, no. 2, pp. 78—86.
  9. Vybornov K.A., Sainov M.P. Vliyanie raboty shvov na prostranstvennoe napryazhenno-deformirovannoe sostoyaniye kamennoy plotiny s zhelezobetonnym ekranom [Influence of Behaviour of Joints onto the Three-dimensional Stress-strained State of a Rockfill Dam That Has a Reinforced Concrete Face]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2011, no. 5, pp. 12—17.
  10. Gol’din A.L., Rasskazov L.N. Proektirovanie gruntovykh plotin [Design of Earth Dams]. Moscow, ASV Publ., 2001, 384 p.
  11. Rasskazov L.N., Dzhkha Dzh. Deformiruemost’ i prochnost’ grunta pri raschete vysokikh gruntovykh plotin [Soil Deformability and Strength within the Framework of Analysis of High Earth Dams]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 1997, no. 7, pp. 31—36.

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