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DESIGNING AND DETAILING OF BUILDING SYSTEMS. MECHANICS IN CIVIL ENGINEERING

EXAMINATION OF THE STRESS-STRAIN STATE OF HETEROGENEOUS BODIES THROUGH THE EMPLOYMENT OF THE METHOD OF BOUNDARY EQUATIONS

Vestnik MGSU 7/2012
  • Khodzhiboev Abduaziz Abdusattorovich - Tajik Technical University named after academic M.S. Osimi Candidate of Technical Sciences, Associated Professor, Chair, Department of Structural Mechanics and Seismic Resistance of Structures, +7 (992) 918-89-35-14, Tajik Technical University named after academic M.S. Osimi, 10 Akademikov Radzhabovyh St., Dushanbe, 734042, Republic of Tajikistan; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 96 - 100

The subject matter of the article represents a solution to the problem of the stress-strain state of a heterogeneous structure resting on the elastic half-plane. The condition of continuity of deformations and stresses alongside the line of contact between the sections of the structure and between the structure and the half-plane is observed; the system of boundary equations is derived on the basis of the above. Coefficients associated with unknown values of the structure are identified with the help of Kelvin's fundamental solutions, while the coefficients associated with the half-plane are identified on the basis of the Mindlin's solutions. The mathematical model and the analytical algorithm developed by the author are implemented within the framework of the examination of the stress-strained state of an earth dam.
Analysis of application of the algorithm has proven that concentrated shearing stresses emerge in the area of the upper wall alongside the line of contact between the structure and the half-plane, while mechanical properties of sections of the structure and the half-plane influence the distribution of vertical relocations of the half-plane contour line.

DOI: 10.22227/1997-0935.2012.7.96 - 100

References
  1. Andreev V.I. Nekotorye zadachi i metody mekhaniki neodnorodnykh tel [Several Problems and Methods of Mechanics of Heterogeneous Bodies]. Ìoscow, ASV Publ., 2002, 288 p.
  2. Andreev V.I., Zolotov A.B., Prokop’ev V.I., Sidorov V.N. Opredelenie napryazheniy v uprugom poluprostranstve so sfericheskoy polost’yu s uchetom neodnorodnosti sredy [Identification of Stresses in the Elastic Half-space with a Spherical Enclosure with Account for the Heterogeneity of the Medium]. Stroitel’naya mekhanika i raschet sooruzheniy [Structural Mechanics and Analysis of Structures]. 1980, no. 6.
  3. Andreev V.I., Gasilov V.A., Smolov A.V. Raschet termouprugikh napryazheniy v neodnorodnom tsilindre [Calculation of Thermo-elastic Stresses inside a Heterogeneous Cylinder]. Vychislitel’nye metody i matematicheskoe modelirovanie [Computational Methods and Mathematical Modeling]. Abstracts of reports, Shushenskoye, 1986.
  4. Andreev V.I. Ob odnom metode resheniya v peremeshcheniyakh ploskoy zadachi teorii uprugosti dlya radial’no-neodnorodnogo tela [About One Solution in Respect of Displacements within the Framework of the 2D Problem of the Theory of Elasticity in Respect of a Radially Heterogeneous Body]. Prikladnaya mekhanika [Applied Mechanics]. 1987, vol. 23, no. 4, pp. 16—23.
  5. Andreev V.I. Priblizhennyy metod resheniya smeshannoy kraevoy zadachi dlya neodnorodnogo tsilindra [Approximate Solution of the Mixed Boundary Value Problem for a Heterogeneous Cylinder]. Stroitel’naya mekhanika i raschet sooruzheniy [Structural Mechanics and Analysis of Structures]. 1989, no. 2, pp. 8—11.
  6. Andreev V.I., Kerimov Ê.À., Smolov À.V. Chislenno-analiticheskoe reshenie ploskoy zadachi dlya neodnorodnogo uprugogo kol’tsa [Numerical-analytical Solution of the 2D Problem in Respect of a Heterogeneous Elastic Ring]. Soprotivlenie materialov i teoriya sooruzheniy [Strength of Materials and Structural Theory]. Kyev, 1989, no. 53, pp. 62—67.
  7. Kiselev A.P., Gureeva N.P., Kiseleva R.Z. Ispol’zovanie trekhmernykh konechnykh elementov v raschetakh prochnosti mnogosloynykh paneley [Application of Three-Dimensional Finite Elements in Analysis of Strength of Multi-Layered Panels]. Stroitel’naya mekhanika inzhenernykh konstruktsiy i sooruzheniy [Structural Mechanics of Engineering Constructions and Structures]. 2009, no. 4, pp. 37—40.
  8. Kiselev A.P., Gureeva N.P., Kiseleva R.Z., Leont’eva V.V. Opredelenie napryazheniy v zone peresecheniya plastin pri ploskom nagruzhenii na osnove MKE [Identification of Stresses in the Zone of Intersecting Plates in the Event of 2D Loading Based on FEM]. Stroitel’naya mekhanika inzhenernykh konstruktsiy i sooruzheniy [Structural Mechanics of Engineering Constructions and Structures]. 2012, no. 2, pp. 55—62.
  9. Nizomov D.N. Metod granichnykh uravneniy v reshenii staticheskikh i dinamicheskikh zadach stroitel’noy mekhaniki [Method of Boundary Equations Employed to Resolve Static and Dynamic Problems of Structural Mechanics]. Moscow, ASV Publ., 2000, 282 p.
  10. Novatskiy V. Teoriya uprugosti [Theory of Elasticity]. Moscow, Mir Publ., 1975, 872 p.

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FIELD SURVEY OF SELF-HEALING OF CRACKS IN THE IMPERVIOUS ELEMENT OF BORED CLAY-CEMENT CONCRETE PILES

Vestnik MGSU 3/2018 Volume 13
  • Kotlov Oleg Nikolaevich - Head of the Department of the Foundations, Earth and Underground Structures, AO “The B.E. Vedeneev All Russia Institute of Hydraulic Engineering” (B.E. Vedeneev VNIIG) Candidate of Geological-Mineralogical Sciences, Head of the Department of the Foundations, Earth and Underground Structures, AO “The B.E. Vedeneev All Russia Institute of Hydraulic Engineering” (B.E. Vedeneev VNIIG), 21 Gzhatskaya st., St. Petersburg, 195220, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Orischuk Roman Nikolaevich - AO “The B.E. Vedeneev All Russia Institute of Hydraulic Engineering” (B.E. Vedeneev VNIIG) Chief Executive, AO “The B.E. Vedeneev All Russia Institute of Hydraulic Engineering” (B.E. Vedeneev VNIIG), 21 Gzhatskaya st., St. Petersburg, 195220, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Gunyashova Faina Ivanovna - - Laboratory of the Engineering Geology, AO “The B.E. Vedeneev All Russia Institute of Hydraulic Engineering” (B.E. Vedeneev VNIIG) Leading Engineer, Laboratory of the Engineering Geology, AO “The B.E. Vedeneev All Russia Institute of Hydraulic Engineering” (B.E. Vedeneev VNIIG), 21 Gzhatskaya st., St. Petersburg, 195220, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 322-329

The article contains a description of the methodology and the results of field experiments on self-healing in the impervious element of bored piles filled with clay-cement concrete at the site of temporary shoring of excavation pit of the main structures of Nizhne-Bureyskaya HPP. The results of the experiments allowed us to determine the suitability of local sand from the quarry №5 for self-healing of cracks. Recommendations for quality control of the sandy soil, placed into the transition zones of the dam, were developed. Subject: field studies of colmatization of through cracks in clay-cement concrete diaphragm of earth dams at the site of temporary shoring of excavation pit of the main structures of Nizhne-Bureyskaya HPP. Research objectives: determine possibility of application of the sand material, existing in local quarries, as a contact layer that provides self-healing of cracks in case of their creation in the body of the clay-cement concrete diaphragm of the earth dam of Nizhne-Bureyskaya HPP in the process of its operation. Materials and methods: field experiments were conducted on a transverse shoring of the excavation pit of the main structures of Nizhne-Bureyskaya HPP. Conducted experiments consisted in self-healing of artificial cracks by sandy material arranged in clay-cement concrete piles of temporary shoring, for which a cylindrical cavity for accumulation of sandy material was created in the body of the pile by drilling. At the bottom of the pile from the pit, artificial holes were created for self-healing. Results: it was experimentally confirmed that when using sand from the quarry № 5, the through cracks in the diaphragm of the dam of Nizhne-Bureyskaya HPP will be completely colmatized by the soil of the healing layer located in front of the top face of the diaphragm. The sand from the quarry № 5 can be used as a material of the contact layer that provides self-healing of cracks in clay-cement concrete diaphragm of the earth dam, and when it is used, it is necessary to control the recommended granulometric composition of sand and ensure absence of lumps of clayish soils. Conclusions: in the field conditions, we obtained the values of hydraulic gradients at which takes place the self-healing of cracks in clay-cement concrete diaphragm of the earth dam. The requirements to granulometric composition of the contact layer in the structure of the earth dam were clarified. Recommendations were developed for quality control of soil when laying the contact layer of the earth dam.

DOI: 10.22227/1997-0935.2018.3.322-329

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Stability of earth dam with a vertical core

Vestnik MGSU 1/2016
  • 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 .

Pages 143-149

Earth dam with impervious element in the form of asphaltic concrete core is currently the most promising type of earth dams (due to simple construction technology and universal service properties of asphaltic concrete) and is widely used in the world. However, experience in the construction and operation of high dams (above 160 m) is not available, and their work is scarcely explored. In this regard, the paper discusses the results of computational prediction of the stress-strain state and stability of a high earth dam (256 m high) with the core. The authors considered asphaltic concrete containing 7 % of bitumen as the material of the core. Gravel was considered as the material of resistant prisms. Design characteristics of the rolled asphaltic concrete and gravel were obtained from the processing of the results of triaxial tests. The calculations were performed using finite element method in elastoplastic formulation and basing on the phased construction of the dam and reservoir filling. The research shows, that the work of embankment dam with vertical core during filling of the reservoir is characterized by horizontal displacement of the lower resistant prism in the tailrace and the formation of a hard wedge prism descending along the core in the upper resistant prism. The key issue of the safety assessment is to determine the safety factor of the overall stability of the dam, for calculation of which the destruction of the earth dam is necessary, which can be done by reducing the strength properties of the dam materials. As a results of the calculations, the destruction of the dam occurs with a decrease in the strength characteristics of the materials of the dam by 2.5 times. The dam stability depends on the stability of the lower resistant prism. The destruction of its slope occurs on the classical circular-cylindrical surface. The presence of a potential collapse surface in the upper resistant prism (on the edges of the descending wedge) does not affect the overall stability of the dam.

DOI: 10.22227/1997-0935.2016.1.143-149

References
  1. Lyapichev Yu.P. Proektirovanie i stroitel’stvo sovremennykh vysokikh plotin [Design and Construction of Modern High Dams]. Moscow, RUDN Publ., 2004, 274 p. (In Russian)
  2. Bituminous Cores for Fill Dams. International Commission on Large Dams. Bulletin 84. Paris, ICOLD Publ., 1992, 140 p.
  3. Strobl T. and Schmid R. The Behavior of Dams with Asphaltic Concrete Cores during Impounding. Wilmington Business Publishing. Dartford, UK, 1993, pp. 29—34.
  4. Pircher W., Schwab H. Design, Construction and Behavior of the Asphaltic Concrete Core Wall of the Finstetal Dam. Transaction : 16th Int. Congress on Large Dams. Paris, ICOLD Press, 1988, pp. 901—924.
  5. Saxegaard H. Asphalt Core Dams: Increased Productivity to Improve Speed of Construction. Int. J. on Hydropower and Dams. 2002, vol. 9, no. 6, pp. 72—74.
  6. Ghanooni S. and Mahin Roosta R. Seismic Analysis and Design of Asphaltic Concrete Core Dams. Journal of Hydropower and Dams. 2002, vol. 9 (6), pp. 75—78.
  7. Hao Y.L., He B. Design of the Yele Asphalt Core Rokfill Dam. Dam Construction in China-State of the Art. 2008, pp. 226—233.
  8. Alicescu V., Tournier J.P., Yannobel P. Design and Construction of Nemiscau-1 Dam, the First Asphalt Core Rockfill Dam in North America. Proc. of CDA 2008 Annual Conference, Canadian Dam Association. 2008, pp. 1—11.
  9. Volynchikov A.N. Boguchanskaya GES — puskovoy ob
  10. Wang Weibiao, Hoeg K. Developments in the Dosing and Construction of Asphalt Dams. Hydropower and Dams. 2010, no. 3, pp. 83—90.
  11. Nackler K., Tschernutter P. Austria’s Second Highest Central Asphaltic Membrane at Feistritzbach Dam. Water Power & Dam Constr. 1992, no. 7, pp. 36—42.
  12. Hoeg K., Vatstad T., Kjaernsli B., Ruud A.M. Asphalt Core Embankment Dams: Recent Case and Research. Int. J. Hydropower Dams. 2007, vol. 13 (5), pp. 112—119.
  13. Zhu-sheng, Guang-jing Cao. Three Gorges Project: Safety Checking of Maopingxi Asphalt-Concrete Core Rockfill Dam. Proc. of the 4th Int. Conf. on Dam Engineering. Nanjing, China, A.A. Balkema, 2004, pp. 1181—1188.
  14. Orekhov V.V. Napryazhenno-deformirovannoe sostoyanie sverkhvysokoy gruntovoy plotiny s asfal’tobetonnoy diafragmoy [The stress-strain state of extra-high earth dam with asphaltic concrete core]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 2015, no. 5, pp. 57—59. (In Russian)
  15. Rasskazov L.N., Smirnova M.V. K vyboru tipa gruntovoy plotiny [On the Choice of Earth Dam Type]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 2014, no. 2, pp. 20—23. (In Russian)
  16. Vaynberg A.I., Landau Yu.A. Novaya konstruktsiya vysokoy kamennonabrosnoy plotiny s asfal’tobetonnoy diafragmoy v surovykh klimaticheskikh usloviyakh [New Design of High Rockfill Dam with Asphaltic-Concrete Core in Harsh Climatic Conditions]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 2015, no. 1, pp. 13—23. (In Russian)
  17. Rasskazov L.N., Sherimbetov Kh.S. Svoystva asfal’tobetona diafragm i ekranov kamennykh plotin [Properties of Asphaltic Concrete of Cores and Screens of Rockfill Dams]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 1989, no. 5, pp. 26—30. (In Russian)
  18. Chukin B.A. Napryazhenno-deformirovannoe sostoyanie i ustoychivost’ kamenno-nabrosnykh plotin s protivofil’tratsionnym elementom iz asfal’tobetona : avtoreferat dissertatsii kandidata tekhnnicheskikh nauk [Stress-strain state and stability of rockfill dams with asphaltic concrete impervious element : Thesis of Candidate of Technical Sciences]. Moscow, 1983, 20 p. (In Russian)
  19. Zaretskiy Yu.K., Lombardo V.N. Statika i dinamika gruntovykh plotin [Statics and Dynamics of Earth Dams]. Moscow, Energoatomizdat Publ., 1983, 255 p. (In Russian)
  20. Orekhov V.V. Kompleks vychislitel’nykh programm «Zemlya-89» [Computing Programs Complex “Earth-89”]. Issledovaniya i razrabotki po komp’yuternomu proektirovaniyu fundamentov i osnovaniy : mezhvuzovskiy sbornik [Interuniversity Collection “Research and Development in Computer-aided Design of Foundations and Bases”]. Novocherkassk, 1990, pp. 14—20. (In Russian)
  21. Orekhov V.V. Ob”emnaya matematicheskaya model’ i rezul’taty raschetnykh issledovaniy napryazhenno-deformirovannogo sostoyaniya osnovnykh sooruzheniy Rogunskoy GES [Volume Mathematical Model and the Results of Numerical Studies of the Stress-strain State of the Main Structures of the Rogun HPP]. Gidrotekhnicheskoe stroitel’stvo [Hydrotechnical Construction]. 2011, no. 4, pp. 12—19. (In Russian)

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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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