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HYDRAULICS. ENGINEERING HYDROLOGY. HYDRAULIC ENGINEERING

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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USE OF INTEGRATED TECHNOLOGY OF FOUNDATION INSTALLATION ON COLLAPSIBLE SOILS IN CONSTRUCTION OF HIGH-RISE BUILDING IN ROSTOV-ON-DON

Vestnik MGSU 5/2018 Volume 13
  • Steshenko Dmitriy Mihaylovich - North Caucasus Federal University (NCFU) Candidate of Technical Sciences, Associate Professor, Director of the International Geotechnical Center, North Caucasus Federal University (NCFU), 1 Pushkina str., Stavropol,, 355009, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Kozubal Janusz Witalis - Wroclaw University of Technology Doctor-Engineer, Associate Professor, Wroclaw University of Technology, Wybrzeże Wyspiańskiego 27, 50-370, Wrocław, Poland; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Golovan’ Roman Nikolaevich - OOO «DON Gidrospetsfundamentstroy» Engineer, OOO «DON Gidrospetsfundamentstroy», 65V Kozlova str., Rostov-na-Donu, 344018, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Abduraimova AbduraimovaMariya Abdurashidovna - North Caucasus Federal University (NCFU) Engineer, International Geotechnical Center, North Caucasus Federal University (NCFU), 1 Pushkina str., Stavropol, 355009, Russian Federation 355004; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Zelenko Aleksandr Aleksandrovich - North Caucasus Federal University (NCFU) Post Graduate, Department of Construction, North Caucasus Federal University (NCFU), 1 Pushkina str., Stavropol, 355009, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Reveguk Andrey Alekseevich - North Caucasus Federal University (NCFU) Post Graduate, Department of Construction, North Caucasus Federal University (NCFU), 1 Pushkina str., Stavropol, 355009, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 587-598

Subject: at the present time, the active interaction of various elements of combined piled-raft foundation (CPRF), erected in the conditions of distribution of collapsible soils, has not been sufficiently studied. The subject of the study is technological parameters and design schemes of the combined piled-raft foundation installation. We evaluate the effect of soil compaction of the foundation with ground piles on the formation of stress-strain state of the system (slab-pile-ground base). Research objectives: to reduce the cost and timing of construction of foundations, develop effective design techniques, an assessment was made of the implementation of integrated CPRF technology in the construction of a high-rise building in the conditions of distribution of collapsible soils. Materials and methods: field and laboratory data for determination of physical and mechanical properties of ground soils (humidity, specific and volume weight, humidity at the borderline of rolling and fluidity), grain (granulometric) and micro aggregate composition, swelling and shrinkage characteristics, strength and deformability characteristics (single-plane section, consolidated drained tests), characteristics of subsidence, filtration coefficient; soil testing with static indentation and pull-out loads; computer simulation of stress-strain state of the foundation with the software package Plaxis 2D. Results: field and laboratory experiments resulted in the implementation of integrated technology of construction of the piled-raft foundation on collapsible soil in the conditions of dense urban development. Conclusions: the proposed design method of the piled-raft foundation has allowed us to improve construction properties of soil, considerably increase the pile bearing capacity, reduce depth of piling and effectively include the ground-soil of a longitudinal part of the foundation into work. This method gives considerable economic effect and reduces the construction duration.

DOI: 10.22227/1997-0935.2018.5.587-598

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Reinforcement impact on the stress-deformation state of concrete faced rockfill dam

Vestnik MGSU 3/2019 Volume 14
  • Sainov Mikhail P. - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Associate Professor, Associate Professor of Department of Hydraulics and Hydraulic Engineering, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.
  • Shigarov Andrei Y. - Moscow State University of Civil Engineering (National Research University) (MGSU) student, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.
  • Iasafova Sofia A. - Moscow State University of Civil Engineering (National Research University) (MGSU) student, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.

Pages 347-355

ABSTRACT Introduction. The article considers results of research of reinforced-concrete face stress-deformation state depending on availability of the reinforcement. At some ultra-high reinforced-concrete faced rockfill dams (CFRD) the transversal (horizontal) cracks were developed in the seepage-control element. It is supposed that the cause of the crack formation is high values of tensile stresses. In this connection, opinions are expressed about the necessity of strengthening the face reinforcement. However, in accordance with the experience gained, in real dams the reinforcement, as a rule, is arranged in one row with reinforcement percentage 0.35 to 0.5 %. The urgent issue of CFRD studies is assessment of impact of the concrete face strengthened reinforcement on enhancement of its reliability. Materials and methods. The studies were conducted for different variants of rock fill deformation properties on the example of 100 m high rockfill dam. The reinforced concrete face was adopted to be wide (1 m thick). The reinforcement was adopted to be two-row one, with reinforcement percentage of 1.5 %. The study was conducted using the finite element method. The reinforcement was simulated using bar finite elements. Results. To reveal the role of reinforcement, analyses of the stress-deformation state were conducted for two cases. In one case it was assumed that reinforcement is absent and in the other case consideration was made for the face with steel reinforcement. Stresses in concrete and steel reinforcement were analysed. Stresses acting along the upstream slope were considered. Conclusions. It was revealed that due to the reinforcement of steel-bar reinforced concrete face it was impossible to provide decrease of tensile stresses in the face concrete down to the permissible level. Reinforcement may play a significant role in the face stress-deformation state only at the moment of forming transversal cracks in the face concrete, but such a case is inadmissible.

DOI: 10.22227/1997-0935.2019.3.347-355

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