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DESIGNING AND DETAILING OF BUILDING SYSTEMS. MECHANICS IN CIVIL ENGINEERING

Solving geometrically nonlinear tasks of the statics of hinged-rod systems basing on finite element method in the form of classical mixed method

Vestnik MGSU 2/2016
  • Ignat’ev Aleksandr Vladimirovich - Volgograd State University of Architecture and Civil Engineering (VSUACE) Candidate of Technical Sciences, Associate Professor, Department of Structural Mechanics, Volgograd State University of Architecture and Civil Engineering (VSUACE), 1 Akademicheskaya str., Volgograd, 400074, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Ignat’ev Vladimir Aleksandrovich - Volgograd State University of Architecture and Civil Engineering (VSUACE) Doctor of Technical Sciences, head, Department of Structural Mechanics, Volgograd State University of Architecture and Civil Engineering (VSUACE), 1 Akademicheskaya str., Volgograd, 400074, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Onishchenko Ekaterina Valer’evna - Volgograd State University of Architecture and Civil Engineering (VSUACE) external student, Department of Structural Mechanics, Volgograd State University of Architecture and Civil Engineering (VSUACE), 1 Akademicheskaya str., Volgograd, 400074, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 20-33

The most widely used numerical method used in linear calculation of building structures is finite element method in traditional form of displacements. Different software is developed on its basis. Though it is only possible to check the certainty of these numerical solutions, especially of non-linear tasks of engineering structures’ deformation by the coincidence of the results obtained by two different methods. The authors solved geometrically nonlinear task of the static deformation of a flat hinged-rod system consisting of five linear elastic rods undergoing great tension-compression strains. The solution was obtained basing on the finite element method in the form of classical mixed method developed by the authors. The set of all equilibrium states of the system, both stable and unstable, and all the limit points were found. The certainty of the solution was approved by the coincidence of the results obtained by other authors basing on traditional finite element method in displacements.

DOI: 10.22227/1997-0935.2016.2.20-33

References
  1. Belytschko T., Liu W., Moran B. Nonlinear Finite Elements for Continua and Structures. J Wiley & Sons, 2000, 300 p.
  2. Bonet J., Wood R. Nonlinear Continuum Mechanics for Finite Element Analysis. Cambridge University Press, 1997, 248 p.
  3. Crisfield M.A. Non-Linear Finite Element Analysis of Solids and Structures. J. Wiley & Sons, 1996, vol. 1, 362 p.
  4. Kyther P., Wie D. An Introduction to Linear and Nonlinear Finite Element Analysis. Birkhauer Verlag, 2004, 445 p. DOI: http://dx.doi.org/10.1007/978-0-8176-8160-9.
  5. Reddy J.N. An Introduction to Nonlinear Finite Element Analysis. Oxford University Press, 2004, 488 p.
  6. Danilin A.N., Zuev N.N., Snegovskiy D.V., Shalashilin V.I. Ob ispol'zovanii metoda konechnykh elementov pri reshenii geometricheski nelineynykh zadach [On the Use of Finite Element Method when Solving Geometry Nonlinear Tasks]. SAPR i grafika [CAD and Graphics]. 2000, no. 4, pp. 26—31. (In Russian)
  7. Perel’muter A.V., Slivker V.I. Ustoychivost’ ravnovesiya konstruktsiy i rodstvennye problemy [Equilibrium Stability of Structures and Related Problems]. Moscow, SKAD SOFT Publ., 2007, vol. 1, 653 p. (In Russian).
  8. Galishnikova V.V. Stability Analysis of Space Trusses. International Journal for Computational Civil and Structural Engineering. 2009, vol. 5, no. 1—2, pp. 35—44.
  9. Galishnikova V.V. Chislennyy analiz ustoychivosti ravnovesiya prostranstvennykh ferm v geometricheski nelineynoy postanovke [Numerical Analysis of the Stability of Space Trusses in Geometrical Nonlinear Statement]. Stroitel’naya mekhanika inzhenernykh konstruktsiy i sooruzheniy [Structural Mechanics of Engineering Structures and Constructions]. 2010, no. 1, pp. 42a—50. (In Russian)
  10. Gorodetskiy A.S., Evzerov I.D. Komp’yuternye modeli konstruktsiy [Computer Models and Structures]. Kiev, «Fakt» Publ., 2007, 394 p. (In Russian)
  11. Kurguzov V.D. O chislennom reshenii geometricheski nelineynykh zadach stroitel'noy mekhaniki [On Numerical Solution of Geometric Nonlinear Tasks of Structural Mechanics]. Izvestiya vuzov. Stroitel’stvo [News of Higher Educational Institutions. Construction]. 2009, no. 3—4, pp. 14—22. (In Russian)
  12. Evzerov I.D., Geraymovich Yu.D., Laznyuk M.V., Marchenko D.V. Chislennoe reshenie zadach sil’nogo izgiba [Numerical Solution of Strong Bend Tasks]. Sayt podderzhki pol’zovateley SAPR [Site of CAD User Support]. Available at: http://www.cad.dp.ua/obzors/lira.php/. Date of access: 30.10.2015. (In Russian)
  13. Poceski A. Mixed Finite Element Method. Springer-Verlag Berlin Heidelberg, 1992, 356 p. DOI: http://dx.doi.org/10.1007/978-3-642-84676-2.
  14. Pokrovskiy A.A., Khechumov R.A. Smeshannaya forma MKE v raschetakh sterzhnevykh sistem s uchetom fizicheskoy i geometricheskoy nelineynostey [Mixed Form of FEM in Calculation of Truss Systems with Account for Physical and Geometric Nonlinearity]. Stroitel’naya mekhanika i raschet sooruzheniy [Structural Mechanic and Calculation of Structures]. 1991, no. 2, pp. 5—11. (In Russian)
  15. Pokrovskiy A.A., Khechumov R.A. Predel’noe i zapredel’noe sostoyanie sterzhnevykh sistem [Limit and Beyond Limit State of Truss Systems]. Stroitel’naya mekhanika i raschet sooruzheniy [Structural Mechanics and Calculation of Structures]. 1991, no. 4, pp. 18—21. (In Russian)
  16. Ignat’ev V.A., Ignat’ev A.V., Zhidelev A.V. Smeshannaya forma metoda konechnykh elementov v zadachakh stroitel’noy mekhaniki [Mixed Form of Finite Element Method in Problems of Structural Mechanics]. Volgograd, VolgGASU Publ., 2006, 172 p. (In Russian)
  17. Ignat’ev V.A., Ignat’ev A.V., Galishnikova V.V., Onishchenko E.V. Nelineynaya stroitel’naya mekhanika sterzhnevykh sistem. Osnovy teorii. Primery rascheta [Nonlinear Structural Mechanics of Truss Systems. Foundation of the Theory. Calculation Examples]. Volgograd, VolgGASU Publ., 2014, 84 p. (In Russian)
  18. Nazarov D.I. Geometricheski nelineynyy analiz v metode konechnykh elementov, real’nosti i mify [Geometric Nonlinear Analysis in Finite Element Method, Reality and Myths]. Problemy dinamiki, prochnosti i iznosostoykosti mashin [Problems of Dynamics, Stability and Durability of Machines]. 2000, no. 6. (In Russian)
  19. Nazarov D.I. Obzor sovremennykh programm konechno-elementnogo analiza [Review of the Modern Programs of Finite Element Analysis]. SAPR i grafika [CAD and Graphics]. 2000, no. 2, pp. 52—55. (In Russian)
  20. Levyakov S.V. O chislennom reshenii geometricheski nelineynykh zadach statiki uprugikh konstruktsiy [On Numerical Solution of Geometric Nonlinear Tasks of Elastic Structures]. Statics Sayt podderzhki pol’zovateley SAPR [Site of CAD User Support]. Available at: http://www.cad.dp.ua/obzors/fem3.php/. Date of access: 30.10.2015. (In Russian)
  21. Toroptsev A.V. Reshenie chetyrekh testovykh zadach dlya Nazarova D.I. [Solution of Four Test Tasks for Nazarov D.I.]. Sayt podderzhki pol’zovateley SAPR [Site of CAD User Support]. Available at: http:// www.cad.dp.ua/obzors/paper1.php/. Date of access: 30.10.2015. (In Russian)
  22. Ignat’ev A.V., Ignat’ev V.A., Onishchenko E.V. Vozmozhnost’ ispol’zovaniya metoda konechnykh elementov v forme klassicheskogo smeshannogo metoda dlya geometricheski nelineynogo analiza sharnirno-sterzhnevykh sistem [Possibility of Using Finite Element Method in the Form of Classical Mixed Method for Geometrical Nonlinear Analysis of Hinged-Rod Systems]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2015, no. 12, pp. 47—58. (In Russian)
  23. Petrov V.V. Nelineynaya inkremental’naya stroitel’naya mekhanika [Nonlinear Incremental Structural Mechanics]. Moscow, Infra — Inzheneriya Publ., 2014, 480 p. (In Russian)
  24. Petrov V.V. Metod posledovatel’nykh nagruzheniy v nelineynoy teorii plastinok i obolochek [Method of Continuous Loadings in Nonlinear Theory of Plates and Shells]. Saratov, SGU im. N.G. Chernyshevskogo Publ., 1975, 119 p. (In Russian)

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EFFICIENCY OF THE USE OF PLAIN GEOGRIDS WITH METAL CORES IN THE STRUCTURES OF REINFORCED GROUND ROAD EMBANKMENTS

Vestnik MGSU 6/2016
  • Gromov Pavel Andreevich - Siberian Federal University (SibFU) postgraduate student, Department of Automobile Roads and City Structures, Siberian Federal University (SibFU), 82a Svobodny pr., 660041 Krasnoyarsk, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Emel'yanov Ryurik Timofeevich - Siberian Federal University (SibFU) Doctor of Technical Sciences, Associate Professor, Department of Automobile Roads and City Structures, Siberian Federal University (SibFU), 82a Svobodny pr., 660041 Krasnoyarsk, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Servatinskiy Vadim Vyacheslavovich - Siberian Federal University (SibFU) Candidate of Technical Sciences, Associate Professor, chair, Department of Automobile Roads and City Structures, Siberian Federal University (SibFU), 82a Svobodny pr., 660041 Krasnoyarsk, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 7-14

The authors considered the issues of reinforcement of embankments by high-strength geosynthetic materials. It is suggested to use flat geogrid with metal cores as a reinforcement material for constructing reinforced ground supporting walls on automobile and railway roads. The results of calculations of the volumes of horizontal displacements of the front parts of supporting walls are offered. They were obtained as a result of numerical modeling using finite element method.

DOI: 10.22227/1997-0935.2016.6.7-14

References
  1. Metodicheskie rekomendatsii po raschetu i proektirovaniyu armogruntovykh podpornykh sten na avtomobil'nykh dorogakh : ODM 218.2.027—2012 [Methodological Recommendations on the Calculation and Design of Reinforced Soil Supporting Walls on Automobile Roads]. Moscow, 2012, 48 p. (In Russian)
  2. Tyapochkin A.V. Sovershenstvovanie konstruktivno-tekhnologicheskikh resheniy armogruntovykh nasypey s podpornymi stenami : avtoreferat dissertatsii … kandidata tekhnicheskikh nauk [Advancing the Construction and Technological Solutions of Reinforced Ground Embankments with Supporting Walls : Abstract of the dissertation of the Candidate of Technical Sciences]. Moscow, 2011, 23 p. (In Russian)
  3. Jones C.J.F.P. Earth Reinforcement and Soil Structures. Thomas Telford Publishing, 3rd Revised ed. edition, 1996, 379 p.
  4. Recommendations for Design and Analysis of Earth Structures Using Geosynthetic Reinforcements — EBGEO. German Geotechnical Society (Editor), Alan Johnson (Translator). 2011. DOI: http://dx.doi.org/10.1002/9783433600931
  5. Pol'zovatel'skaya biblioteka. Programmnyy kompleks GEO5 [User Library. Software Package GEO5]. Available at: http://www.finesoftware.ru/geotechnical-software. (In Russian)
  6. Tsernant A.A., Kim A.F., Buribekov T. Raschet gruntovykh sooruzheniy, armirovannykh geotekstilem [Calculation of Soil Structures Reinforced by Geofabric]. Izvestiya vysshikh uchebnykh zavedeniy. Stroitel'stvo i arkhitektura [News of Higher Educational Institutions. Construction and Architecture]. 1987, no. 3, pp. 126—131. (In Russian)
  7. Tsernant A.A., Kim B.K. Raschet armirovaniya massivov grunta s primeneniem MKE i nelineynoy mekhaniki gruntov [Calculation of Soil Reinforcement Using Finite Element Method and Nonlinear Soil Mechanics]. Sovremennye problemy nelineynoy mekhaniki gruntov : tezisy dokladov Vsesoyuznoy konferentsii [Contemporary Issues of Nonlinear Soil Mechanics :Abstracts of the All-Union Conference]. Chelyabinsk, 1985, pp. 170—171. (In Russian)
  8. Semendyaev L.I. Metodika rascheta nasypey, armirovannykh razlichnymi materialami [Methods of Calculating Embankments Reinforced with Different Materials]. Moscow, 2001, 44 p. (In Russian)
  9. Semendyaev L.I., Khusainov I.Zh. Osobennosti ispol'zovaniya ploskikh geosetok i georeshetok v kachestve armoelementov [Features of the Use of Flat Geonets and Geogrids as Reinforcing Materials]. Nauka i tekhnika v dorozhnoy otrasli [Science and Technology in Road Industry]. 2005, no. 3 (34), pp. 25—27. (In Russian)
  10. Seredin A.I. Usilenie i stabilizatsiya ekspluatiruemykh nasypey armogruntom : dissertatsiya… kandidata tekhnicheskikh nauk [Reinforcement and Stabilization of Operating Embankments by Reinforced Ground : dissertation of the Candidate of Technical Sciences]. Moscow, 1989, 214 p. (In Russian)
  11. Sokolov A.D. Issledovanie predel'nykh sostoyaniy armogruntovykh konstruktsiy kak osnovaniy ustoev divannogo tipa [Investigation of Limit States of Reinforced Soil Structures as Piers of Coach Type]. Dorogi i mosty : sbornik nauchnykh trudov FAU «RosdorNII» [Roads and Bridges : Collection of Scientific Works of Federal Autonomous Establishment “RosdorNII”]. Moscow, 2006, no. 2, pp. 200—216. (In Russian)
  12. Farrag K., Acar Y.B., Juran I. Pull-Out Resistance of Geogrid Reinforcements. Geotextiles and Geomembranes. 1993, no. 12 (2), pp. 133—159. DOI: http://dx.doi.org/10.1016/0266-1144(93)90003-7.
  13. BS 8006:1995. Code of Practice for Strengthened / Reinforced Soils and Other Fills. 1995, 196 p.
  14. Rukovodstvo po proektirovaniyu armirovannykh podpornykh gruntovykh sten, mostovykh opor, otkosov i nasypey [Design Guidelines for Reinforced Supporting Soil Walls, Bridge Piers, Slopes and Embankments]. Translated from English. Moscow, Tensar Inter-neshnl Publ., 1995, 34 p. (In Russian)
  15. Metodicheskie ukazaniya po primeneniyu geosinteticheskikh materialov v dorozhnom stroitel'stve [Methodological Recommendations on the Use of Geosynthetic Materials in Road Construction]. Translated from German. Moscow, MADI (GTU) Publ., 2001, 100 p. (In Russian)
  16. Zhornyak S.G., Kanaev E.B., Chernov K.Yu., Sakun B.V., Akimov-Peretts I.D. Patent 2276230 RU, MPK E02D 17/18, E02D 29/02, E01D 19/02. Dorozhnaya nasyp' s podpornoy stenkoy, sposob ee sooruzheniya i zhelezobetonnyy blok dlya podpornoy stenki [Patent 2276230 RU, MPK E02D 17/18, E02D 29/02, E01D 19/02. Road Embankment with a Supporting Wall, Method of Its Construction and Reinforced Concrete Block for the Supporting Wall]. No. 2004135893/03; appl. 08.12.2004 ; publ. 10.05.2006. Patent holder JSC TsNIIS. Bulletin no. 13 (In Russian)
  17. Kostousov A.N. Sovershenstvovanie metodiki rascheta armogruntovykh sten dlya usileniya zemlyanogo polotna : avtoreferat dissertatsii … kandidata tekhnicheskikh nauk [Advancing the Calculation Method of Reinforced Ground Walls for Strengthening the Earth Work : Abstract of the dissertation of the Candidate of Technical Sciences]. Moscow, 2015, 24 p. (In Russian)
  18. Bugrov A.K. Napryazhenno-deformirovannoe sostoyanie osnovaniy i zemlyanykh sooruzheniy s oblastyami predel'nogo ravnovesiya grunta: dissertatsiya … doktora tekhnicheskikh nauk [Stress-Strain State of Foundations and Soil Structures with the Areas of Limit Equilibrium of Soil : dissertation of the Doctor of Technical Sciences]. Saint Petersburg, 1980, 385 p. (In Russian)
  19. Budin A.Ya. Tonkie podpornye stenki [Thin Supporting Walls]. Leningrad, Stroyizdat Publ., 1974, 191 p. (In Russian)
  20. Proektirovanie podpornykh sten i sten podvalov [Design of Supporting Walls and Walls of Basements]. Moscow, Stroyizdat Publ., 1990, 104 p. (Spravochnoe posobie k SNiP [Reference Book to Sanitary Rules SNiP]). (In Russian)

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SCIENTIFIC APPROACHES TO CALCULATION AND DESIGN OF LARGE-SPAN STRUCTURES

Vestnik MGSU 2/2017 Volume 12
  • Sysoeva Elena Vladimirovna - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Associate Professor, Department of Buildings and Constructions Design, Moscow State University of Civil Engineering (National Research University) (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 131-141

The article presents the four stages of creation and development of the theory of plate and shell which led to the development of a mechanism of calculation of spatial structures of large span buildings and constructions on an advanced level. Each of the stages of the unique buildings calculation method development includes a description of the main achievements in the sphere of structural mechanics, the theory of elasticity and resistance of materials which became the basis for the modern theory of calculation of plates and shells. In the first stage the fundamentals of solid mechanics were developed; this is presented in works of such outstanding scientists as G. Galilei, J.-L. Lagrange, R. Hooke, L. Euler, Kirchhoff, A. Law etc. Development of the theory of plate and shell would be impossible without these works. But absence of such construction material as reinforced concrete did not enable engineers and architects to create a thin roof. Thickness of coverings was intuitively overstated to ensure durability of buildings. The second stage is interesting by formulation of the general theory of calculation of plate and shell and by transition from the working state analysis of structures to the limit state analysis. Beginning of use of reinforced concrete resulted in decrease of a roof thickness to the diameter of its base, compared to buildings made of stone and brick. The third stage is characterized by development of computational systems for calculation of strength, stability and oscillations of core and thin-walled spatial structures based on the finite element method (FEM). During this period a design of buildings and constructions with spans over 200 m with the use of metal was begun. Currently, or during the fourth stage, structures with the use of metal and synthetic materials for spans up to 300 meters are designed. Calculations of long-span buildings and structures are performed using FEM and taking into account different types of nonlinearity. Each stage selected from the history of construction is exemplified by completed projects, hereat characteristics of roofs indicating the applied construction material are given. Transition from natural stone to concrete, metal and synthetic materials in construction of large-span buildings is illustrated in the table. At the end of each stage the scientists’ and designers’ main achievements in the sphere of science, construction and engineering education are shown.

DOI: 10.22227/1997-0935.2017.2.131-141

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Studying the filtration mode of large dams’ foundations on mathematical models

Vestnik MGSU 10/2014
  • Aniskin Nikolay Alekseevich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Engineering, Professor, Director of Institute of Hydrotechnical and Energy Construction, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoye shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Antonov Anton Sergeevich - Moscow State University of Civil Engineering (MGSU) postgraduate Student, Department of Hydraulic Engineering Structures, 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 .
  • Mgalobelov Yuriy Borisovich - JSC “Institute Hydroproject” Doctor of Technical Sciences, Academician, Academy of Water Sciences, Professor, Head, Department of Calculating Substantiation, JSC “Institute Hydroproject”, 2 Volokolamskoe shosse, Moscow, 125993, Russian Federation; +7 (495) 940-54-57; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Deyneko Andrey Viktorovich - JSC “Institute Hydroproject” Candidate of Technical Sciences, Assosiate Professor, Deputy Head, Department of Calculating Substantiation, JSC “Institute Hydroproject”, 2 Volokolamskoe shosse, Moscow, 125993, Russian Federation; +7 (495) 926-38-22; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 114-131

The essential issue of engineering safety of high dams is substantiation of the seepage conditions of the dam - foundation system. In most cases, a violation of the filtration mode leads to disruption of the hydraulic structure. The authors analyzed the methods of mathematical simulation of a filtration mode for large dams’ foundations basing on finite element method. Up-to-date computational capability permits solving seepage problems in 3D transient formulation. The possible reasons for filtration mode disturbance in foundations of large dams are observed, as well as the corresponding methods of analytical forecasting for the parameters of inappropriate development of filtration processes. Application of the universal industrial-strength software complexes makes it possible to combine on a single software platform the seepage modeling with other methods of design-basis validation of hydraulic structures, such as computations of stress-strain state, strength and stability of the dam - foundation system. The analysis results should be further used in the calculation of the stress strain state of the structures.

DOI: 10.22227/1997-0935.2014.10.114-131

References
  1. 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.
  2. Rasskazov L.N., Aniskin N.A., Sainov M.P. Analiz sostoyaniya gruntovoy plotiny Kolymskoy GES [State Analysis of Soil Kolyma Hydroelectric Power Station Dam]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2009, special issue no. 2, pp. 111—118.
  3. Loginov V.A., Shabanov V.A. Issledovanie fil'tratsionnykh techeniy v verkhovom kline gruntovoy plotiny [The Study of Filtration Flows in the Upper Wedge of Soil Dam]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2011, no. 7, pp. 52—55.
  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 Earthen Dam on Permeable Foundation of Different Capacity]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2011, no. 2. pp. 29—33.
  5. Bukhartsev V.N., Petrichenko M.R. Reshenie zadachi o fil'tratsii v odnorodnom pryamougol'nom gruntovom massive na osnove variatsionnykh printsipov [The Solution of the Problem of Filtering in a Homogeneous Rectangular Earthen Array Basing on Variation Principles]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2012, no. 3. pp. 32—37.
  6. Bereslavskiy E.N., Aleksandrova L.A., Pesterev E.V. Matematicheskoe modelirovanie fil'tratsionnykh techeniy pod gidrotekhnicheskimi sooruzheniyami [Mathematical Modeling of Filtration Flows under Hydraulic Structures]. Nauchnye vedomosti Belgorodskogo gosudarstvennogo universiteta. Seriya: Matematika. Fizika [Proceedings of Belgorod State University Series: Mathematics. Phisics]. 2009, no. 16, vol. 5, pp. 32—46.
  7. Polubarinova-Kochina P.Ya. Razvitie issledovaniy po teorii fil'tratsii v SSSR (1917—1967) [The Development of Investigations on Filtration Theory in the USSR (1917—1967)]. Moscow, Nauka Publ.,1969, 545 p.
  8. Belkova I.N., Glagovsy V.B., Pavlovskaya L.N., Radchenko V.G. Otsenka fil'tratsionnoy prochnosti gruntovoy plotiny na primere Irganayskoy GES [Estimation of Seepage Strength of Earth Dam by the Example of Irganaiskaya HPP]. Izvestiya VNIIG imeni B.E. Vedeneeva [News of the All-Union Scientific and Research Institute of Hydraulic Engineering named after B.E. Vedeneev]. 2011, vol. 264, pp. 3—12.
  9. Mishin D.V. Programmnaya arkhitektura i interaktivnaya sreda konechno-elementnogo raschetnogo kompleksa DISK-Geomekhanika [Program Arcgitecture and Interactive Environment of DISK-Geomechanics Finite Element Computation Set]. Izvestiya VNIIG imeni B.E. Vedeneeva [News of the All-Union Scientific and Research Institute of Hydraulic Engineering named after B.E. Vedeneev]. 2002, vol. 241, pp. 193—196.
  10. Belov A.N., Gorokhov E.N. Trekhmernoe matematicheskoe modelirovanie temperaturnogo rezhima gruntovykh plotin v kriolitozone [3D Thermal Modeling of Soil Dams in Cryolithic Zone]. Privolzhskiy nauchnyy zhurnal [Privolzhsky Scientific Review]. 2010, no. 1, pp. 65—71.
  11. Panov C.I., Buryakov O.A., Pryamitskiy A.V., Bichkov E.A. Vliyanie granichnykh i nachal'nykh usloviy na rezul'taty raschetov temperaturnogo sostoyaniya gruntovykh plotin na severe [Influence of Boundary and Initial Conditions on the Calculation Results of Thermal State of Earth Dams in the North]. Izvestiya VNIIG imeni B.E. Vedeneeva [News of the All-Union Scientific and Research Institute of Hydraulic Engineering named after B.E. Vedeneev]. 2012, vol. 266, pp. 44—54.
  12. Aniskin N.A. Temperaturno-fil’tratsionnyy rezhim osnovaniya i plotiny Kureyskoy GES vo vtorom pravoberezhnom ponizhenii [Thermal and Filtration Behaviour of Dam Base and Structure of Kureyskaya Hydro-electric Power Plant at the Second Reduced Level of the Right Bank]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2006, no. 2, pp. 43—52.
  13. Gorokhov E.N. Temperaturnyy rezhim gruntov levoberezhnogo primykaniya Vilyuyskoy GES-3 [Thermal Mode of Soils of the Left-bank Abutment of Vilyuyskaya-3 Hydroelectric Power Plant]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 2003, no. 2, pp. 12—15.
  14. Gorokhov E.N. Teoriya i metod rascheta temperaturno-kriogennogo rezhima plotin iz kamennoy nabroski v kriolitozone [Theory and Method of Analysis of Thermal and Cryogenic Mode of Rock-mound Dams in the Permafrost Zone]. Izvestiya vuzov. Stroitel’stvo [News of Institutions of Higher Education. Construction]. 2005, no. 9, pp. 32—39.
  15. 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 [Hydro Review]. 2009, no. 4, pp. 61—72.
  16. Suntsov N.N. Metody analogiy v aerogidrodinamike [Analog Method in Aerohydrodynamics]. Moscow, Fizmatlit Publ., 1958, 324 p.
  17. Aniskin N.A. Temperaturno-fil’tratsionnyy rezhim prigrebnevoy zony gruntovoy plotiny v surovykh klimaticheskikh usloviyakh [Thermal and Filtration Behaviour of the Earth Dam Crest Area in Severe Climatic Conditions]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2013, no. 4, pp. 129—137.
  18. Sheng-Hong C. Adaptive FEM Analysis for Two-dimensional Unconfined Seepage Problems. Journal of Hydrodynamics. 1996, Ser. B, vol. 8, no. 1, pp. 60—66.
  19. Basov K.A. ANSYS: spravochnik pol'zovatelya [ANSYS. The User's Guide]. Moscow, DMK Press Publ., 2011, 640 p.
  20. Zhao Xiao-xi, Zhang Bao-lei, Wang Zong-ming. Stability Analysis of Seepage Flow through Earth Dam of Huangbizhuang. Reservoir Based on ANSYS/APDL Rock and Soil Mechanics. 2005. Available at: http://en.cnki.com.cn/Article_en/CJFDTotal-YTLX2005S2053.htm. Date of access: 24.08.2014.
  21. Kaplun A.B., Morozov E.M., Olfer'eva M.A. ANSYS v rukakh inzhenera. Prakticheskoe rukovodstvo [ANSYS in the Hands of an Engineer. Practical Guide.]. Moscow, Librokom Publ., 2014, 272 p.
  22. 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.
  23. Mgalobelov Yu.B., Deyneko A.V. Raschetnoe obosnovanie bezopasnosti sovremennykh gidrotekhnicheskikh sooruzheniy i osobennosti ucheta vozdeystviy ot tekhnologicheskogo oborudovaniya pri zemletryasenii [Justifying Calculations of Modern Waterworks Safety and Peculiarities of Account for the Process Equipment Impact in Case of Earthquakes]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering]. 2010, no. 7, pp. 46—51.
  24. Evstigneev N.M. Uskorenie raschetov inzhenernykh zadach, privodimykh k ellipticheskim operatoram, s ispol'zovaniem graficheskogo protsessora tekhnologii CUDA [Acceleration of Engineering Problems Calculation, which are Reduced to Elliptic Operators with GPU Technology CUDA]. Stroitel'noe proektirovanie [Construction Design]. 2009, no. 2, pp. 55—60.

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THERMAL AND FILTRATION BEHAVIOUR OF THE EARTH DAM CREST AREA IN SEVERECLIMATIC CONDITIONS

Vestnik MGSU 4/2013
  • Aniskin Nikolay Alekseevich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Engineering, Professor, Director of Institute of Hydrotechnical and Energy Construction, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoye shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 129-137

The author analyzes the thermal and filtration behaviour of the earth dam’s crest area in the case of the water level rise in the permafrost conditions. Kolymskaya hydroelectric power station operates in severe climatic conditions with the average air temperature of –11.5 °C. The period of negative average temperatures lasts for 7 months (October through April). The coldest months are December and January (when the average temperature reaches –35.4 … –35.8 °C). The warmest month of the year is July (the average temperature reaches 15.8 °C).Analysis of the thermal and filtration behaviour was performed through the employment of the finite element method in its variational formulation. The Fourier-Kirchhoff differential equation was solved as part of the problem resolution.The results of the analysis comply with the earlier findings. However, the unique nature and importance of the hydro-electric facility confirm the need to perform further research into its thermal and filtration behaviour by developing a three-dimension forecastmodel to take account of several following factors, including the bypass filtration and the presence of reinforced concrete pipes in the dam.

DOI: 10.22227/1997-0935.2013.4.129-137

References
  1. Aniskin N.A. Temperaturno-fil’tratsionnyy rezhim osnovaniya i plotiny Kureyskoy GES vo vtorom pravoberezhnom ponizhenii [Thermal and Filtration Behaviour of Dam Base and Structure of Kureyskaya Hydro-electric Power Plant at the Second Reduced Level of the Right Bank]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2006, no. 2, pp. 43—52.
  2. Gorokhov E.N. Temperaturnyy rezhim gruntov levoberezhnogo primykaniya Vilyuyskoy GES-3 [Thermal Mode of Soils of the Left-bank Abutment of Vilyuyskaya-3 Hydro-electric Power Plant]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering Construction]. 2003, no. 2, pp. 12—15.
  3. Kleyn I.S. Metod rascheta temperaturnogo rezhima kamenno-zemlyanykh plotin [Method of Analysis of the Thermal Mode of Rock-and-earthfill Dams]. Trudy VODGEO [Works of VODGEO Institute]. Moscow, 1981, pp. 162—176.
  4. Shugaeva R.T. Prognoz termicheskogo rezhima gruntovoy plotiny Vilyuyskoy GES-III [Projected Thermal Mode of Earth Dam of Vilyuyskaya Hydro-electric Power Plant-III]. Izvestiya VNIIG. Sb. nauch. tr. [News of the All-Union Scientific and Research Institute of Hydraulic Engineering. Collection of Research Works]. 1984, vol. 158, pp. 64—69.
  5. Sobol’ S.V. Vodokhranilishcha v oblasti vechnoy merzloty [Artificial Water Storage Basins in the Permafrost Conditions]. N. Novgorod, NNGASU Publ., 2007, 432 p.
  6. Gorokhov E.N. Teoriya i metod rascheta temperaturno-kriogennogo rezhima plotin iz kamennoy nabroski v kriolitozone [Theory and Method of Analysis of Thermal and Cryogenic Mode of Rock-mound Dams in the Permafrost Zone]. Izvestiya vuzov. Stroitel’stvo [News of Institutions of Higher Education. Construction]. 2005, no. 9, pp. 32—39.
  7. Mukhetdinov N.A., Kuz’mina S.A., Kozhevnikova E.A. Konstruktsiya grebnya kamenno-zemlyanykh plotin v rayonakh Kraynego Severa [Crest Structure of Rock-and-earthfill Dams in the Far Northern Areas]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering Construction]. 2005, no. 2, pp. 13—23.
  8. Pekhtin V.A. O bezopasnosti plotin v severnoy stroitel’no-klimaticheskoy zone [Safety of Dams in the North Zone of Construction]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering Construction]. 2004, no. 10, pp. 6—9.
  9. Pekhtin V.A., Serov A.A., Susloparov V.A. O konstruktsii grebnei kamenno-zemlyanykh plotin v severnoy stroitel’no-klimaticheskoy zone [Structure of Crests of Rock-and-earthfill Dams in the North Zone of Construction]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering Construction]. 2002, no. 4, pp. 18—20.
  10. Serov A.A., Pekhtin V.A. Kolymskaya GES. Opyt stroitel’stva i ekspluatatsii. [Kolymskaya Hydro-electric Power Plant. Construction and Operation Experience]. St.Petersburg, VNIIG Publ., 1999, 655 p.
  11. Rasskazov L.N., Orekhov V.G., Aniskin N.A. Gidrotekhnicheskie sooruzheniya [Hydraulic Engineering Structures]. Moscow, ASV Publ., 2011, vol. 2, 535 p.

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METHODOLOGY OF SLOPE STABILITY ANALYSIS BASED ON SPATIAL SLIDING SURFACESIN THE FORM OF ELLIPSOIDS OF ROTATION

Vestnik MGSU 4/2013
  • 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 188-200

The author analyzes the main provisions of the methodology of slope stability analysis based on spatial sliding surfaces in the form of ellipsoids of rotation. The finite element method is used to split the collapsing rock into elementary particles. The results of the stress-strain state (SSS) analysis of the dam are employed to identify the values of friction forces.Methodological peculiarities of the slope stability analysis are considered. The author proves the importance of high-order finite elements to be employed within the framework of the SSS analysis. The author proposes solutions to the testing tasks and provides recommendations in terms of the choice of variation intervals of shape parameters of ellipsoidal spatial sliding surfaces. The author has identified that the pace of the main semiaxis may be equal to 1 % of the slope height. Studies of shapes of most probable sliding surfaces show that if only dead weight forces are taken into account, their shape tends to become circular and cylindrical. If seismic forces are analyzed, sliding surfaces may have shapes that are close to spherical, or they may even turn disk-shaped.

DOI: 10.22227/1997-0935.2013.4.188-200

References
  1. Gol’din A.L., Rasskazov L.N. Proektirovanie gruntovykh plotin [Design of Earth Dams]. Moscow, ASV Publ., 2001, 384 p.
  2. Tertsagi K. Stroitel’naya mekhanika grunta [Structural Mechanics of Soils]. Moscow – Leningrad, Geostroyizdat Publ., 1933, 510 p.
  3. Chugaev R.R. Zemlyanye gidrotekhnicheskie sooruzheniya [Earthwork Hydraulic Engineering Structures]. Leningrad, Energiya Publ, 1967, 460 p.
  4. Maslov I.A. Analiticheskiy metod rascheta ustoychivosti otkosov [Analytical Method of Analysis of Slope Stability]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 1989, no. 12, pp. 9—14.
  5. Istomin V.I. Sootvetstvie raschetnoy skhemy sposobu rascheta koeffitsienta ustoychivosti [Compliance between Pattern of Analysis and Method of Calculation of Stability Coefficient]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 1989, no. 12, pp. 17—20.
  6. Bukhartsev V.N. Obshchiy metod rascheta ustoychivosti gruntovykh otkosov v ramkakh ploskoy zadachi [General Method of Stability Analysis for Earthwork Slopes within the Framework of 2D Problems]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering]. 1983, no. 11, pp. 28—32.
  7. Bukhartsev V.N., Ivanov A.Yu., Togo I. Opyt ispol’zovaniya variatsionnogo metoda v raschetakh ustoychivosti otkosov i sklonov [Using Variational Method in Stability Analysis of Slopes]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering].1990, no. 4, pp. 46—48.
  8. Bate K., Vilson E. Chislennye metody analiza i metod konechnykh elementov [Numerical Methods of Analysis and Method of Finite Elements]. Moscow, Stroyizdat Publ., 1982, 446 p.
  9. Timoshenko S.P., Gu’er Dzh. Teoriya uprugosti [Theory of Elasticity]. Moscow, Nauka Publ., 1975, 576 p.
  10. 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.

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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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ANALYSIS OF BEHAVIOR OF POLYMER SCREENS OF HIGH EARTHFILL COFFERDAMSON THE BASIS OF THE STRESS-STRAIN STATE CALCULATIONS

Vestnik MGSU 8/2013
  • 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 .
  • Khokhlov Sergey Viktorovich - TempStroySistema Head of Dam and Bridges Department, TempStroySistema, 5 Universitetskiy prospect, Moscow, 119296, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 78-88

The article deals with the results of the numerical analysis of the stress-strain state of a 50 m high earthfill cofferdam. A geocomposite membrane (geo-membrane and geotextile layers) in its upper part (20 m) serves as a seepage control element. The grout curtain is installed in the lower part of the cofferdam and in the foundation. The cofferdam design implements the idea of using riprap to reduce the weight of the geocomposite membrane.The analysis proves that the high weight of the membrane considerably worsens the stress state of both the membrane and the whole dam. First of all, the load causes additional deflection of the membrane and consequently increases tensile stresses inside it. Second, due to the low value of the friction coefficient (approximately 0.3 0.4) in the point of contact between the geocomposite membrane and soil the dam upstream shell may slide down along the geocomposite membrane. Additional dam displacements may cause considerable tensile forces in the geomembrane. Their maximum values are comparable to the strength of the polymer material used for the manufacturing of the membrane. Any rupture of the membrane and geotextile layers may be expected. The analysis proves that it is necessary to get compensators in the polymer membrane allowing for the extension of the membrane absent of any tensile forces.The analysis proves that the geocomposite membrane does not affect the stressstrain state of the earth fill due to its small thickness. Non-linear effects of “earth – geomembrane” contacts are to be taken into account, because tensile forces appear inside geo-membranes due to the presence of friction forces.

DOI: 10.22227/1997-0935.2013.8.78-88

References
  1. Popchenko S.N., Glebov V.D., Igonin Kh.A. Opyt primeneniya polimernykh materialov v gidrotekhnicheskom stroitel'stve [Experience of Application of Polymeric Materials in Hydraulic Engineering]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering Construction]. 1973, no. 12, pp. 9—13.
  2. Radchenko V.P., Semenkov V.M. Geomembrany v plotinakh iz gruntovykh materialov [Geomembranes in Dams Made of Soil Materials]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering Construction]. 1993, no. 10.
  3. Brusse A.G., Glebov V.D., Detkov B.V. Polietilenovyy ekran peremychki Ust'-Khantayskoy GES [Polyethylene Screen of the Cofferdam of Ust-Khantaiskaya HPP]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering Construction]. 1971, no. 11, pp. 4—5.
  4. Gol'din A.L., Rasskazov L.N. Proektirovanie gruntovykh plotin [Design of Earthfill Dams]. Moscow, ASV Publ., 2001, 384 p.
  5. Zinevich N.I., Lysenko V.P., Nikitenkov A.F. Tsentral'naya plenochnaya diafragma plotiny Atbashinskoy GES [Central Membrane Diaphragm of the Dam of Atbashi HPP]. Energeticheskoe stroitel'stvo [Construction of Power Generation Facilities]. 1974, no. 3, pp. 59—62.
  6. Glebov V.D., Lysenko V.P. Konstruirovanie plenochnykh protivofil'tratsionnykh elementov v plotinakh i peremychkakh [Design of Membrane Waterstop Elements of Dams and Cofferdams] Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering Construction]. 1973, no. 5, pp. 33—35.
  7. Ayrapetyan R.A. Proektirovanie kamenno-zemlyanykh i kamennonabrosnykh plotin [Design of Masonry-earthfill and Masonry-riprap Dams]. Moscow, Energiya Publ., 1975.
  8. Rekomendatsii po proektirovaniyu i stroitel'stvu protivofil'tratsionnykh ustroystv iz polimernykh rulonnykh materialov [Guidelines for Design and Construction of Waterstop Devices Made of Polymeric Roll Materials]. St.Petersburg, OAO VNIIG im. B.E.Vedeneeva Publ., SPb. NII AKKh im. K.D. Pamfilova Publ., 2001.
  9. SN 551—82. Instruktsiya po proektirovaniyu i stroitel'stvu protivofil'tratsionnykh ustroystv iz polietilenovoy plenki dlya iskusstvennykh vodoemov [Construction Rule 551—82. Guidelines for Design and Construction of Waterstop Devices Made of the Polyethylene Film for Artificial Reservoirs]. OOO Gidrokor Publ., 2001.
  10. Scuero A.M., Vaschetti G.L. Repair of CFRDs with Synthetic Geomembranes in Extremely Cold Climates. Proceedings, Hydro 2005 – Policy into Practice. Villach, 2005.
  11. Sembenelli P., Rodriquez E.A. Geomembranes for Earth and Earth-Rock Dams: State-of-the-Art Report. Proc. Geosynthetics Applications, Design and Construction. M. B. de Groot et al., Eds. A. A. Balkema, 1996, pp. 877—888.
  12. Korchevskiy V.F., Obopol' A.Yu. O proektirovanii i stroitel'stve Kambaratinskikh gidroelektrostantsiy na r. Naryne v Kirgizskoy Respublike [On Design and Construction of Kambarata Hydraulic Power Plants on the Narin River in the Kyrgyz Republic]. Gidrotekhnicheskoe stroitel'stvo [Hydraulic Engineering Construction]. 2012, no. 2, pp. 2—12.
  13. Pietrangeli G., Pietrangeli A., Scuero A., Vaschetti G., Wilkes J. Gibe III: Zigzag Geomembrane Core for Rockfill Cofferdam in Ethiopia. 31st Annual USSD Conference. San Diego, California, April 11-15, 2011, pp. 985—994.

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INFLUENCE OF THE STRESS-STRAIN STATE OF THE HOMOGENEOUS SOIL SLOPE ON ITS STABILITY

Vestnik MGSU 12/2012
  • 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 111 - 116

Various methods are used to compare results of stability analyses. A simple design model was considered by the authors, i.e. a slope composed of the homogenous loose soil, for which the assessment may be made by considering the stability of a particle that remains in place due to the sliding frictional force on the slope. In this case, the critical circle method gives approximate results. More accurate results may be obtained by reducing the soil mass using the method of numerical modeling of the stress-strain state. In spite of the fact that there is a deficiency of vertical stresses in its central zone, the slope stability coefficient is close to that obtained by simpler methods. Besides, it is proven that the results of the analysis of the natural (non-restructive) stress-strain state of the soil mass may be used in the stability analysis on the basis of the critical circle method. As for the
estimation of friction forces, it is necessary to calculate normal stresses on the sliding surface with account for all components of the stress tensor.

DOI: 10.22227/1997-0935.2012.12.111 - 116

References
  1. Gol’din A.L., Rasskazov L.N. Proektirovanie gruntovykh plotin [Design of Earth Dams]. Moscow, ASV Publ., 2001, 384 p.
  2. Tertsagi K. Stroitel’naya mekhanika grunta [Structural Mechanics of Soil]. Moscow-Leningrad, Geostroyizdat Publ., 1933, 510 p.
  3. Chugaev R.R. O raschete ustoychivosti zemlyanykh otkosov [Analysis of Stability of Earth Slopes]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering Construction]. 1968, no. 2, pp. 26—28.
  4. Chugaev R.R. Zemlyanye gidrotekhnicheskie sooruzheniya [Earth Hydraulic Engineering Structures]. Leningrad, Energiya Publ., 1967, 460 p.
  5. Maslov I.A. Analiticheskiy metod rascheta ustoychivosti otkosov [Analytical Method of Calculation of Stability of Slopes]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering Construction]. 1989, no. 12, pp. 9—14.
  6. Istomin V.I. Sootvetstvie raschetnoy skhemy sposobu rascheta koeffi tsienta ustoychivosti [Compliance between the Calculation Pattern and the Method of Calculation of the Coeffi cient of Stability]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering Construction]. 1989, no. 12, pp. 17—20.
  7. Bukhartsev V.N. Obshchiy metod rascheta ustoychivosti gruntovykh otkosov v ramkakh ploskoy zadachi [General Method of Analysis of Stability of Earth Slopes within the Framework of a Plane Problem]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering Construction]. 1983, no. 11, pp. 28—32.
  8. Bukhartsev V.N., Ivanov A.Yu., Togo I. Opyt ispol’zovaniya variatsionnogo metoda v raschetakh ustoychivosti otkosov i sklonov [Practical Use of the Variational Method in Analyses of Stability of Slopes and Backfalls]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering Construction]. 1990, no. 4, pp. 46—48.
  9. Bukhartsev V.N. O nadezhnosti obespecheniya ustoychivosti gruntovykh massivov [Reliability of Stabilization of Soil Massifs]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering Construction]. 1990, no. 1, pp. 41—43.
  10. Bate K., Vilson E. Chislennye metody analiza i metod konechnykh elementov [Numerical Methods of Analysis and Finite Element Method]. Moscow, Stroyizdat Publ., 1982, 446 p.
  11. Ivakhov I. Plaxis — geotekhnicheskie raschety [Plaxis: Geotechnical Calculations]. CadMaster, 2002, no. 1, pp. 58—60.
  12. Lombardo V.N., Groshev M.E., Olimpiev D.N. Uchet napryazhenno-deformirovannogo sostoyaniya pri raschetakh ustoychivosti otkosov gruntovykh plotin [Consideration of the Stress-Strained State within the Framework of the Analysis of Stability of Slopes of Earth Dams]. Gidrotekhnicheskoe stroitel’stvo [Hydraulic Engineering Construction]. 1986, no. 7, pp. 16—18.

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MATHEMATICAL SIMULATION OF THE CHANGE IN HYDROGEOLOGICAL MODE ОF THE TERRITORIES RESULTING FROM THE CONSTRUCTION OF AN UNDERGROUND COMPLEX

Vestnik MGSU 4/2016
  • 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, 129337, Russian Federation; 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 .
  • Alekseev German Valer’evich - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Associate Professor, Moscow State University of Civil Engineering (National Research University) (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 52-61

One of the consequences of the construction in the conditions of dense housing system is the development of underground part of buildings, which influences the surrounding buildings, changing the stress-strain state of soil masses and hydrogeological conditions of the construction site. The damming effect leads to local increase of hydrostatical pressure of ground waters on underground structures. The authors present a description of hydrogeological conditions of the construction site of underground construction and mathematical geofiltration model of the soil foundation. The results of numerical investigation of the change in the hydrogeological mode of the construction area in case of enveloping the foundation pit with the wall in the ground are considered. On the first stage the basic mathematical model was calibrated by variation of the values of geofiltration parameters of water-bearing sediments and water-resistant mass and the values of infiltration recharge. The validation criterion of the mathematical model was the good agreement of the modeled and real ground water levels obtained as a result of compilation of the existing geological and hydrogeological materials. The construction simulation was carried out in a multivariant formulation for the conditions of entirely impenetrable wall in the ground with the filtration coefficient 0.001 m/day.

DOI: 10.22227/1997-0935.2016.4.52-61

References
  1. Il’ichev V.A., Mangushev R.A., Nikiforova N.S. Opyt osvoeniya podzemnogo prostranstva rossiyskikh megapolisov [Experience of Developing Underground Space of Russian Metropolises]. Osnovaniya, fundamenty i mekhanika gruntov [Bases, Foundations and Soil Mechanics]. 2012, no. 2, pp. 17—20. (In Russian)
  2. Nikulin-Osnovskiy M.A. Geofil’tratsionnoe modelirovanie dlya obosnovaniya proektov vysotnogo i podzemnogo stroitel’stva v Moskve [Geofiltration Simulation for Substantiation of the Projects of High-Rise and Underground Construction in Moscow]. Materialy Vserossiyskoy konferentsii po matematicheskomu modelirovaniyu v gidrogeologii : materialy konferentsii (Moskovskaya obl., 23—25 aprelya 2008 g.) [Materials of All-Russian Conference on Mathematical Modelling in Hydrogeology (Moscow Region, April 23—25, 2008]. Moscow, 2008, pp. 72—73. (In Russian)
  3. Kalitkin N.N. Chislennye metody [Numerical Methods]. 2nd edition, revised. Saint Petersburg, BKhV-Peterburg Publ., 2011, 586 p. (In Russian)
  4. Markhilevich O.K. Primenenie (opyt primeneniya) razlichnykh programm (razrabotok) modelirovaniya geofil’tratsii dlya resheniya zadach grazhdanskogo i gidrotekhnicheskogo stroitel’stva [Application (Application Experience) of Different Programs (Developments) of Simulating Geofiltration for Solving the Tasks of Civil and Hydrotechnical Construction]. Materialy Vserossiyskoy konferentsii po matematicheskomu modelirovaniyu v gidrogeologii : materialy konferentsii (Moskovskaya obl., 23—25 aprelya 2008 g.) [Materials of All-Russian Conference on Mathematical Modelling in Hydrogeology (Moscow Region, April 23—25, 2008]. Moscow, 2008, pp. 54—55. (In Russian)
  5. Shestakov V.M. Gidrogeodinamika [Hydrogeodynamics]. 3rd edition, revised and enlarged. Moscow, MGU Publ., 1995, 368 p. (In Russian)
  6. Guo W., Langevin C.D. 2002. User’s guide to SEAWAT: A Computer Program for Simulation of Three-Dimensional Variable-Density Ground-Water Flow. U.S. Geological Survey Techniques of Water-Resources Investigations, Book 6, Chap. A7, 2002, 77 p. Available at: http://fl.water.usgs.gov/PDF_files/twri_6_A7_guo_langevin.pdf.
  7. Diersch H.-J.G. FEFLOW Finite Element Subsurface Flow and Transport Simulation System — User’s Manual. Berlin, WASY Ltd, 2004, 168 p.
  8. Hemker C.J., de Boer R.G. MicroFEM for Windows: Finite-Element Program for Multiple-Aquifer Steady-State and Transient Ground-Water Flow Modeling. 2000. Available at: http://www.microfem.com.
  9. Zienkiewicz O.C., Cheung Y.K. The Finite Element Method in Structural and Continuous Mechanics. McGraw-Hill, 1967, 240 p.
  10. Connor J.J., Brebbia C.A. Finite Element Technique for Fluid Flow. Butterworth, 1977, 260 p.
  11. Kent L. Lawrence. Ansys Tutorial Release 14. SDC Publication. 2012, 176 p.
  12. 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 [Hydrotechnical Construction]. 2004, no. 12, pp. 46—47. (In Russian)
  13. Orekhov V.V., Khokhotva S.N. Gidrogeologicheskaya model’ territorii gidrouzla Kousar [Hydrogeological Model of the Territory of Kowsar Hydraulic Project]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2015, no. 3, pp. 59—69. (In Russian)
  14. 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)
  15. 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).
  16. Lykov A.V. Teoriya teploprovodnosti [Thermal Conductivity Theory]. Moscow, Vysshaya shkola Publ.,1967, 599 p. (In Russian)
  17. Randy H. Shih. SolidWorks 2015 and Engineering Graphics. SDC Publication, 2015, 680 p.
  18. Bol’shakov V., Bochkov A., Sergeev A. 3D modelirovanie v AutoCAD, Kompas-3D, SolidWorks, Inventor, N-Flex [3D Modeling in AutoCAD, Kompas-3D, SolidWorks, Inventor, N-Flex]. Moscow, Piter Publ., 2011, 328 p. (In Russian)

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FORECASTING PILE SETTLEMENT ON CLAYSTONE USING NUMERICAL AND ANALYTICAL METHODS

Vestnik MGSU 6/2016
  • Ponomarev Andrey Budimirovich - Perm National Research Polytechnic University (PNRPU) Doctor of Technical Sciences, Professor, chair, Department of Construction Operations and Geotechnology, Perm National Research Polytechnic University (PNRPU), 29 Komsomol’skiy prospekt, Perm, 614990, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Sychkina Evgeniya Nikolaevna - Perm National Research Polytechnic University (PNRPU) Candodate of Technical Sciences, Associate Professor, Department of Construction Operations and Geotechnology, Perm National Research Polytechnic University (PNRPU), 29 Komsomol’skiy prospekt, Perm, 614990; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Volgareva Nadezhda Leonidovna - Perm National Research Polytechnic University (PNRPU) Master student, Department of Construction Operations and Geotechnology, Perm National Research Polytechnic University (PNRPU), 29 Komsomol’skiy prospekt, Perm, 614990; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 34-45

In the article the problem of designing pile foundations on claystones is reviewed. The purpose of this paper is comparative analysis of the analytical and numerical methods for forecasting the settlement of piles on claystones. The following tasks were solved during the study: 1) The existing researches of pile settlement are analyzed; 2) The characteristics of experimental studies and the parameters for numerical modeling are presented, methods of field research of single piles’ operation are described; 3) Calculation of single pile settlement is performed using numerical methods in the software package Plaxis 2D and analytical method according to the requirements SP 24.13330.2011; 4) Experimental data is compared with the results of analytical and numerical calculations; 5) Basing on these results recommendations for forecasting pile settlement on claystone are presented. Much attention is paid to the calculation of pile settlement considering the impacted areas in ground space beside pile and the comparison with the results of field experiments. Basing on the obtained results, for the prediction of settlement of single pile on claystone the authors recommend using the analytical method considered in SP 24.13330.2011 with account for the impacted areas in ground space beside driven pile. In the case of forecasting the settlement of single pile on claystone by numerical methods in Plaxis 2D the authors recommend using the Hardening Soil model considering the impacted areas in ground space beside the driven pile. The analyses of the results and calculations are presented for examination and verification; therefore it is necessary to continue the research work of deep foundation at another experimental sites to improve the reliability of the calculation of pile foundation settlement. The work is of great interest for geotechnical engineers engaged in research, design and construction of pile foundations.

DOI: 10.22227/1997-0935.2016.6.34-45

References
  1. Ponomarev A.B., Sychkina E.N. Prognoz osadki svaynykh fundamentov na argillitopodobnykh glinakh (na primere Permskogo regiona) [Forecast of Pile Foundations Settlement at Claystones (on the Example of the Perm Region)]. Osnovaniya, fundamenty i mekhanika gruntov [Bases, Foundations and Soil Mechanics]. 2014, no. 3, pp. 20—24. (In Russian)
  2. Khmelevtsov A.A. Argillitopodobnye gliny v rayone Bol’shogo Sochi i ikh fiziko-mekhanicheskie kharakteristiki [Claystones in the Bolshoy Sochi and Their Physical and Mechanical Properties]. Izvestiya vysshikh uchebnykh zavedeniy. Severo-Kavkazskiy region. Estestvennye nauki [Proceedings of the Higher Educational Institutions. North-Caucasian Region. Natural Sciences]. 2011, no. 5, pp. 77—79. (In Russian)
  3. Bond A.J., Jardine R.J. Effects of Installing Displacement Piles in High OCR Clay. Geotechnique. 1991, no. 41 (3), pp. 341—363. DOI: http://dx.doi.org/10.1680/geot.1991.41.3.341.
  4. Cooke R.W., Price G., Tarr K. Jacked Piles in London Clay: A Study of Load Transfer and Settlement Under Working Conditions. Geotechnique. 1979, vol. 29, no. 2, pp. 113—147. DOI: http://dx.doi.org/10.1680/geot.1979.29.2.113.
  5. Salager S., Francois B., Nuth M., Laloui L. Constitutive Analysis of the Mechanical Anisotropy of Opalinus Clay. Acta Geotechnica. 2013, vol. 8, no. 2, pp. 137—154. DOI: http://dx.doi.org/10.1007/s11440-012-0187-2.
  6. Nishimura S., Minh N.A., Jardine R.J. Shear Strength Anisotropy of Natural London Clay. Geotechnique. 2007, no. 57 (1), pp. 49—62. DOI: http://dx.doi.org/10.1680/geot.2007.57.1.49.
  7. De Ruiter J., Beringen F.L. Pile Foundations for Large North Sea Structures. Marine Geotechnology. 1979, vol. 3, no. 3, pp. 267—314. DOI: http://dx.doi.org/10.1080/ 10641197909379805.
  8. Lehane B.M., Jardine R.J. Displacement Pile Behaviour in Glacial Clay. Canadian Geotechnial Journal. 1994, no. 31 (1), pp. 79—90. DOI: http://dx.doi.org/10.1139/t94-009.
  9. Matsumoto T., Michi Y., Hirano T. Performance of Axially Loaded Steel Pipe Piles Driven in Soft Rock. Journal of Geotechnical and Geoenvironmental Engineering. 1995, no. 121 (4), pp. 305—315. DOI: http://dx.doi.org/10.1061/(ASCE)0733-9410(1995)121:4(305).
  10. Trofimov V.T., Korolev V.A., Voznesenskiy E.A., Ziangirov R.S. Gruntovedenie [Soil Science]. 6-th edition, revised and enlarged. Moscow, Nauka Publ., 2005, 1023 p. (In Russian)
  11. Zhang C.L., Wieczorek K., Xie M.L. Swelling Experiments on Mudstones. Journal of Rock Mechanics and Geotechnical Engineering. 2010, no. 2 (1), pp. 44—51. DOI: http://dx.doi.org/10.3724/SP.J.1235.2010.00044.
  12. Zhang F., Xie S.Y., Hu D.W., Shao J.F., Gatmiri B. Effect of Water Content and Structural Anisotropy on Mechanical Property of Claystone. Applied Clay Science. 2012, no. 69, pp. 79—86. DOI: http://dx.doi.org/10.1016/j.clay.2012.09.024.
  13. Bartolomey A.A., Omel’chak I.M., Yushkov B.S. Prognoz osadok svaynykh fundamentov [Forecast of Pile Foundation Settlement]. Moscow, Stroyizdat Publ., 1994, 380 p. (In Russian)
  14. Ter-Martirosyan A.Z., Ter-Martirosyan Z.G., Trinh Tuan Viet, Luzin I.N. Osadka i nesushchaya sposobnost’ dlinnoy svai [Settlement and Bearing Capacity of Long Pile]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2015, no. 5, pp. 52—60. (In Russian)
  15. Lushnikov V.V., Yardyakov A.S. Analiz raschetov osadok v nelineynoy stadii raboty grunta [Analysis of Settlement Calculation in Nonlinear Stage of Soil Opeation]. Vestnik Permskogo natsional’nogo issledovatel’skogo politekhnicheskogo universiteta. Stroitel’stvo i arkhitektura [Proceedings of PNRPU. Construction and Architecture]. 2014, no. 2, pp. 44—55. (In Russian)
  16. Azzouz A.S., Morrison M.J. Field Measurements on Model Pile in Two Clay Deposits. Journal of Geotechnical Engineering. 1988, vol. 114, no. 1, pp. 104—121. DOI: http://dx.doi.org/10.1061/(ASCE)0733-9410(1988)114:1(104).
  17. Bensallam S., Bahi L., Ejjaaouani H., Shakhirev V., Rkha Chaham K. Clay Soil Settlement: In-Situ Experimentation and Analytical Approach. Soils and Foundations. 2014, vol. 54, no. 2, pp. 109—115. DOI: http://dx.doi.org/10.1016/j.sandf.2014.02.003.
  18. Fattah M.Y., Shlash K.T., Al-Soud Madhat S.M. Pile-Clayey Soil Interaction Analysis by Boundary Element Method. Journal of Rock Mechanics and Geotechnical Engineering. 2012, no. 4 (1), pp. 28—43. DOI: http://dx.doi.org/10.3724/SP.J.1235.2012.00028.
  19. Gavin K., Gallagher D., Doherty P., McCabe B. Field Investigation Assessing the Effect of Installation Method on the Shaft Resistance of Piles in Clay. Canadian Geotechnical Journal. 2010, no. 47 (7), pp. 730—741. DOI: http://dx.doi.org/10.1139/T09-146.
  20. Kattsenbakh R. Poslednie dostizheniya v oblasti fundamentostroeniya vysotnykh zdaniy na szhimaemom osnovaniy [Recent Advances in the Field of Construction of High-Rise Buildings Foundations on Compressible Grounds]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2006, no. 1, pp. 105—118. (In Russian)
  21. Meyerhof G.G. Bearing Capacity and Settlement of Pile Foundations. Journal of Geotechnical Engineering. 1976, vol. 102, no. 3, pp. 195—228.
  22. Randolph M.F., Carter J.P., Wroth C.P. Driven Piles in Clay — The Effects of Installation and Subsequent Consolidation. Geotechnique. 1979, no. 29 (4), pp. 361—393. DOI: http://dx.doi.org/10.1680/geot.1979.29.4.361.
  23. Suzuki M., Fujimoto T., Taguchi T. Peak and Residual Strength Characteristics of Cement-Treated Soil Cured Under Different Consolidation Conditions. Soils and Foundations. 2014, no. 54 (4), pp. 687—698. DOI: http://dx.doi.org/10.1016/j.sandf.2014.06.023.
  24. Ponomaryov A., Sychkina E. Analysis of Strain Anisotropy and Hydroscopic Property of Clay and Claystone. Applied Clay Science. 2015, vol. 114, pp. 161—169. DOI: http://dx.doi.org/10.1016/j.clay.2015.05.023.

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Numerical modeling of reinforced foundation pads structures

Vestnik MGSU 11/2016
  • Tat’yannikov Daniil Andreevich - Perm National Research Polytechnic University (PNRPU) Assistant Lecturer, Department of Construction Operations and Geotechnology, Perm National Research Polytechnic University (PNRPU), 29 Komsomol’skiy prospekt, Perm, 614990, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Ponomarev Andrey Budimirovich - Perm National Research Polytechnic University (PNRPU) Doctor of Technical Sciences, Professor, chair, Department of Construction Operations and Geotechnology, Perm National Research Polytechnic University (PNRPU), 29 Komsomol’skiy prospekt, Perm, 614990, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 21-31

The wide use of reinforced foundation pads is complicated because of the absence of technical rules and regulations on design of such structures. It is necessary to investigate the main parameters and regularities of such structures operation under loading. For this aim numerical study of the foundation was carried out, the parameters of which were improved by reinforced foundation pad. The numerical modeling of reinforced foundation pads was carried out in the Plaxis 2D for study of the basic laws and operating parameters and for determination of the application area of these structures. The main goal of this study was to establish the optimal structures of reinforced foundation pads. This goal was achieved by solving the following tasks: determination of the optimal parameters of reinforced foundation pads; study of the stress-strain state of reinforced foundation pads and a soft base; estimation of the load, at which the ultimate settlement is achieved for all types of reinforced foundation pads. It was concluded that the lower reinforcement separating layer allows increasing the loading of the foundation. The typical and optimal reinforcement spacing were specified and analyzed.

DOI: 10.22227/1997-0935.2016.11.21-31

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SUPERELEMENT OF A COLUMN HAVING A RECTANGULAR CROSS SECTION AND CHARACTERIZED BY PHYSICAL NONLINEARITY

Vestnik MGSU 5/2013
  • Agapov Vladimir Pavlovich - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor departmet of applied mechanics and mathematics; +7 (495) 583-47-52, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.
  • Vasil’ev Aleksey Viktorovich - Rodnik Limited Liability structural engineer; +7 (482)276-10-04., Rodnik Limited Liability, 22 Kominterna St., 170000, Tver, Russian Federation.

Pages 29-34

They cause mistakes in the transfer of forces in specific points and invariability of sizes and types of cross sections of rods in the course of their deformation. The approach to the analysis of rectangular section columns is proposed. The new approach originates from the three-dimensional theory supplemented by the superelement technology. The column is divided into sections and finite elements. The analysis of physically nonlinear structures is executed using the PRINS software. The flow theory is used to identify the characteristics of finite elements. Huber-Mises plasticity criterion is applied. The console beam loaded by concentrated forces on the free end is calculated to verify the element. The limiting load value identified by PRINS software complies with the theoretical values derived using the theory of limit equilibrium.

DOI: 10.22227/1997-0935.2013.5.29-34

References
  1. NASTRAN Theoretical Manual. NASA, Washington, 1972.
  2. Basov Ê.À. ANSYS. Spravochnik pol’zovatelya [ANSYS. User Manual]. Moscow, DMK-Press Publ., 2005, 637 p.
  3. Bathe K.J., P.M. Wiener. On Elastic-plastic Analysis of I-Beams in Bending and Torsion. Computers and Structures. 1983, vol. 17, pp. 711—718.
  4. Barabash M.S., Genzerskiy Yu.V., Marchenko D.V. LIRA 9.2. Primery rascheta i proektirovaniya. Ch. 1 [LIRA 9.2. Examples of Analysis and Design. Part 1]. Kiev, FAKT Publ., 2005, 84 p.
  5. Filin A.P. Matritsy v statike sterzhnevykh system [Matrixes in the Statics of a Bar System]. Moscow-Leningrad, Izd-vo literatury po stroitel’stvu publ., 1966, 438 p.
  6. Zienkiewicz O.C., Taylor R.L. The Finite Element Method for Solid and Structural Mechanics. McGraw-Hill, 2005, 631 p.
  7. Bathe K.J. Finite Element Procedures. Prentice Hall, Inc., 1996, 1037 p.
  8. Agapov V.P. Issledovanie prochnosti prostranstvennykh konstruktsiy v lineynoy i nelineynoy postanovkakh s ispol’zovaniem vychislitel’nogo kompleksa «PRINS» [Study of Linear and Non-linear Strength of 3D Structures Using PRINS Software]. Prostranstvennye konstruktsii zdaniy i sooruzheniy (issledovanie, raschet, proektirovanie, primenenie) [3D Constructions of Buildings and Structures (study, analysis, design, application)]. Collection of works, edited by Shugaev V.V. Moscow, 2008, no. 11, pp. 57—67.
  9. Agapov V.P., Vasil’ev A.V. Modelirovanie kolonn pryamougol’nogo secheniya ob”emnymi elementami s ispol’zovaniem superelementnoy tekhnologii [Modeling of Rectangular Section Columns Using 3D Elements Backed by Theory of Superelements]. Stroitel’naya mekhanika inzhenernykh konstruktsiy i sooruzheniy [Structural Mechanics of Engineering Constructions and Structures]. 2012., no. 4, pp. 48—54.
  10. Rzhanitsyn A.R. Raschet sooruzheniy s uchetom plasticheskikh svoystv materialov [Analysis of Structures with Account for Plastic Properties of Materials]. Moscow, Gos. izd-vo literatury po stroitel’stvu i arkhitekture publ., 1954, 288 p.

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Elastic surface simulation as part of the computational solution to dynamic problems of the theory of elasticity with account for the conditions that cause non-reflection from the boundaries of the computational domain

Vestnik MGSU 9/2012
  • Nemchinov Vladimir Valentinovich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Professor, Department of Applied Mechanics and Mathematics, Mytischi Branch 8 (495) 583-73-81, Moscow State University of Civil Engineering (MGSU), 50 Olimpiyskiy prospekt, Mytischi, Moscow Region, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 144 - 147

The author describes the application of certain conditions that deprive the boundaries of certain
areas from reflecting properties. A numerical simulation of the elastic wave propagation pattern
in the infinite media is to be incorporated into the study of the impact of seismic loads produced on
buildings and structures.
The problem of elimination of reflected waves from the set of boundaries in the course of
calculation of dynamic problems of the theory of elasticity is quite important at this time. The study
of interaction between elastic waves and various engineering facilities has been unfeasible for quite
a long time.
A well-known method of generating counter-propagating waves at the boundary is applied
to compensate for the accumulation of longitudinal and transverse waves. The boundary ratio is
derived for longitudinal, transverse and other types of waves, including conical surface Rayleigh
waves, to check the performance of the proposed methodology.
Longitudinal, transverse, and conical surface Rayleigh waves as the main carriers of the elastic
energy fail to represent the relation. The problem is solved numerically through the application
of the dynamic finite element method. The numerical solution is capable of taking account of the
internal points of the area.

DOI: 10.22227/1997-0935.2012.9.144 - 147

References
  1. Il’gamov M.A., Gil’manov A.N. Neotrazhayushchie usloviya na granitsakh raschetnoy oblasti [Non-reflecting Conditions at the Boundaries of the Computational Domain]. Moscow, Fizmatlit Publ., 2003, 238 p.
  2. Nemchinov V.V. Difraktsiya ploskoy prodol’noy i poperechnoy volny na kruglom otverstii [Diffraction of Plane Longitudinal and Transverse Waves at the Circular Aperture]. Vestnik TsNIISK [Proceedings of Central Research Institute of Structural Units]. 2010, no. 10.
  3. Musaev V.K. Difraktsiya prodol’noy volny na kruglom i kvadratnom otverstiyakh v uprugoy srede [Diffraction of a Longitudinal Wave in Circular and Square Holes of the Elastic Medium]. Abstracts of the “Dissemination of Elastic Waves” Conference. Frunze, Frunze Institute of Technology, 1983, Part 1, pp. 72—74.
  4. Musaev V.K. Metod konechnykh elementov v dinamicheskoy teorii uprugosti [The Finite Element Method in the Dynamic Theory of Elasticity]. Prikladnye problemy prochnosti i plastichnosti [Engineering Problems of Strength and Ductility]. 1983, no. 24, pp. 161—162.
  5. Musaev V.K. Reshenie zadach o rasprostranenii voln metodom konechnykh elementov [Using the Finite Element Method to Resolve the Problems of Wave Propagation]. Mekhanika deformiruemogo tverdogo tela. Referativnyy zhurnal. [Mechanics of Deformable Solid Bodies. A Journal of Abstracts]. 1986, no. 10, p. 15.

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ACCOUNT FOR PERFORMANCE OF CORRUGATED WEB BEAMS IN THE ANALYSIS OF CONSTRAINED TORSION

Vestnik MGSU 11/2012
  • Solovev Aleksey Vitalevich - Samara State University of Architecture and Civil Engineering (SGASU) Candidate of Technical Sciences, Associate Professor, Associate Professor, Department of Metal and Timber Structures, +7(846)332-09-36, Samara State University of Architecture and Civil Engineering (SGASU), 194 Molodogvardeyskaya st., Samara, 443001, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Lukin Aleksey Olegovich - Samara State University of Architecture and Civil Engineering (SSUACE) assistant lecturer, Department of Metal and Timber Structures; +7 (846) 332-14-65, Samara State University of Architecture and Civil Engineering (SSUACE), 194 Molodogvardeyskaya st., Samara, 443001, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Alpatov Vadim Yurevich - Samara State University of Architecture and Civil Engineering (SGASU) Candidate of Technical Sciences, Deputy First Vice-Rector, Associate Professor, Department of Metal and Timber Structures, Samara State University of Architecture and Civil Engineering (SGASU), 194 Molodogvardeyskaya st., Samara, 443001, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Savostyanov Vadim Nikolaevich - Mytishchi Branch, Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Chair, Department of Applied Mechanics and Mathematics, +7(495)583-47-52, ext. 17-51, Mytishchi Branch, Moscow State University of Civil Engineering (MGSU), 50 Olimpiyskiy prospect, Mytishchi, 50 Olimpiyskiy prospekt, Moscow Region, 141006, Russian Federation.

Pages 105 - 112

The authors cover the problems of the numerical analysis of corrugated web beams exposed
to constrained torsion. The calculation is performed using the finite element method. Virtual solid
models and software package "Lira" are employed to perform the structural analysis. The results
of the comparative analysis of performance of beams that have flat and corrugated webs and that
are exposed to constrained torsion are presented in the article. Corrugated web beams that have
different geometrical shapes of corrugations are considered.
The results of the research have proven that a beam that has a corrugated web demonstrates
average deflections of 15-18 %. The rotation angle of the midsection of a corrugated web beam
is by far below the one of similar beams that have a flat web. Comparison of beams that have different
corrugation web patterns and that are exposed to constrained torsion proves that beams that
have a corrugated triangular shape web have a better bending stiffness, while beams that have
a trapezoidal shape demonstrate the best torsion stiffness, given that the geometric parameters
remain the same.
The authors believe that the flexural stiffness of beams with a corrugated web needs more
research, depending on its geometric characteristics. These results can be taken as the basis for
the empirical and analytical dependence on the definition of deflection. Due to the fact that beams
with a corrugated web are less sensitive to the increase in the eccentricity of load, it makes sense to
apply the method of calculation of a flat web beam exposed to constrained torsion, but the qualifying
factor is to be applied.

DOI: 10.22227/1997-0935.2012.11.105 - 112

References
  1. Timoshenko S.P. Ob ustoychivosti ploskoy formy izgiba dvutavrovoy balki [Stability of the In-plane Bending of an I-Beam] Izv. po-litekhn. instituta. [News of Polytechnic Institute]. St.Petersburg, Politekh. Institut Publ., 1905, 30 p.
  2. Umanskiy A.A. Kruchenie i izgib tonkostennykh aviakonstruktsiy [Torsion and Bending of Thinwalled Aaircraft Structures]. Moscow-St. Petersburg, Oborongiz publ., 1939, 112 p.
  3. Vlasov V.Z. Tonkostennye uprugie sterzhni [Thin-Walled Elastic Rods]. Moscow, Fizmatlit publ., 1959, 568 p.
  4. SP 16.13330.2011. Stal’nye konstruktsii (Aktualizirovannaya redaktsiya SNiP II-23—81*). [Construction Rules 16.13330.2011. Steel Structures. (Updated version of Construction Norms and Regulations II-23—81*)]. Moscow, 2011.
  5. Biryulev V.V., Koshin I.I., Krylov I.I., Sil’vestrov A.V. Proektirovanie metallicheskikh konstruktsiy: spetsial’nyy kurs [Design of Steel Structures: Special Course]. Leningrad, Stroyizdat publ., 1990, 432 p.
  6. Egorov P.I. Dopolnitel’nye izgibno-krutyashchie usiliya v dvutavrovom sterzhne s poperechnym nepreryvnom trapetseidal’nym profilem gofrov v stenke [Additional Bending and Twisting Forces in a Double-T Bar with a Cross Continuous Trapezoidal Section of Crimps in a Web]. Promyshlennoe i grazhdanskoe stroitel’stvo [Industrial and Civil Engineering]. 2007, no. 10, pp. 34—35.
  7. Stepanenko A.N. Stal’nye dvutavrovye sterzhni s volnistoy stenkoy [Steel I-rods with a Wavy Web]. Khabarovsk, KhGTU Publ., 1999, 115 p.
  8. Stepanenko A.N. Ispytanie alyuminievykh balok s gofrirovannoy stenkoy [Testing of Aluminum Beams with a Corrugated Web]. Izvestiya vuzov. Stroitel’stvo i arkhitektura [News of Higher Educational Institutions. Construction and Architecture]. Novosibirsk, 1970, no. 1, pp. 31—35.
  9. Siokola W. Wellstegtr?ger. Herstellung und Anwendung von Tr?gern mit profi liertem Steg. Stahlbau 66, 1997, pp. 595—605.
  10. Pasternak H, Hannebauer D. Tr?ger mit profi lierten Stegen, Stahlbau-Kalender 2004. Berlin, Verlag Ernst & Sohn, pp. 449—492.
  11. Geuzaine C. Remacle J.-F. Gmsh: a Three-dimensional Finite Element Mesh Generator with Built-in Pre- and Post-processing Facilities. International Journal for Numerical Methods in Engineering. 2009. No. 11, vol. 79, pp. 1309—1331.

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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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