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Pile-foundation system shock loading in an axisymmetric approach

Vestnik MGSU 8/2015
  • Vasenkova Ekaterina Viktorovna - Moscow State University of Civil Engineering (National Research University) (MGSU) Senior Lecturer, Department of Higher Mathematics, 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 .
  • Zuev Vladimir Vasil’evich - Moscow State Institute of Radio Engineering, Electronics and Automation (MIREA Doctor of Physical and Mathematical Sciences, Professor, chair, Department of Applied Mathematics and Informatics, Moscow State Institute of Radio Engineering, Electronics and Automation (MIREA, 20 Stromynka str., Moscow, 107996, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 101-108

The basic problem of structural mechanics, namely the problem of pile shock loading sunk in a foundation, has been examined in an axisymmetric approach within defining relations for irreversible deformations offered earlier in the space of deformations. As a model of the theory of plasticity, the Mises model generalized by the authors has been accepted, the use of which solves a nonstationary system of nine two-dimensional equations with various entry and boundary conditions. Enlightened attitudes use approximate engineering approaches which allow estimating the behavior of a pile-foundation system. A solution is constructed mainly with the use of the theory of linear-elastic continuum. However they do not enable to consider various peculiarities of deformation behavior of soils and pile materials and to give an appropriate detailed picture of a system mode of deformation. Mechanical peculiarities of the behavior of foundation and pile materials discovered recently demand more enlightened attitudes to analyze a mode of deformation in a pile-foundation system considering both plasticity and fracture. The offered approach enables to give a complete picture of a mode of deformation in a pile-foundation system at any time and a picture of occurrence and development of plasticity and fracture zones.

DOI: 10.22227/1997-0935.2015.8.101-108

References
  1. Ter-Martirosyan A.Z. Ostatochnye deformatsii i napryazheniya v gruntovoy srede pri deystvii tsiklicheskoy nagruzki [Residual Deformations and Stresses in Soil Medium under Cyclic Load]. Stroitel’stvo — formirovanie sredy zhiznedeyatel’nosti : sbornik nauchnykh trudov XXIII Mezhdunarodnoy mezhvuzovskoy nauchno-prakticheskoy konferentsii molodykh uchenykh, doktorantov i aspirantov, 14—21.04.2010 [Collection of Scientific Papers of the 23rd International Interuniversity Scientific-Practical Conference of Young Scientists, Doctoral and Post-Graduate Students “Construction — Formation of Living Environment”, 14—21.04.2010]. Moscow, MGSU Publ., 2010, pp. 815—819. (In Russian)
  2. Burlakov V.N., Ter-Martirosyan A.Z. Dilatansiya, vliyanie na deformiruemost’ [Dilatancy, iInfluence on Deformability]. Sbornik trudov yubileynoy konferentsii, posvyashchennoy. 80-letiyu kafedry mekhaniki gruntov, 110-letiyu N.A. Tsytovicha, 100-letiyu S.S. Vyalova, Moskva [Proceedings of the Jubilee Conference Dedicated to the 80th Anniversary of the Department of Soil Mechanics, the 110-year Anniversary of N.A. Tsytovich, the 100th Anniversary of S.S. Vyalov, Moscow]. Moscow, MGSU Publ., 2010, pp. 105—112. (In Russian)
  3. Ter-Martirosyan Z.G., Ala Said Mukhammed Abdul Malek, Ter-Martirosyan A.Z., Ainbetov I.K. Napryazhenno-deformirovannoe sostoyanie dvukhsloynogo osnovaniya s preobrazovannym verkhnim sloem [Stress-Strain State of a double-layer foundation with a transformed upper layer]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2008, no. 2, pp. 81—95. (In Russian)
  4. Zuev V.V., Shmeleva A.G. Osesimmetrichnoe udarnoe nagruzhenie uprugoplasticheskoy sredy s razuprochneniem i peremennymi uprugimi svoystvami [Axisymmetric Shock Loading of an Elasto-Plastic Medium with Softening and Variable Elastic Properties]. Vestnik Samarskogo gosudarstvennogo universiteta : Estestvennonauchnaya seriya [Vestnik of Samara State University : Natural Sciences]. 2007, no. 2 (52), pp. 100—106. (In Russian)
  5. Zuev V.V., Shmeleva A.G. Modelirovanie povedeniya sloistykh zashchitnykh pregrad pri dinamicheskikh nagruzkakh [Modeling of the Behavior for Stratified Protective Barriers at Dynamic Loads]. Promyshlennye ASU i kontrollery [Industrial Automatic Control Systems and Controllers]. 2009, no. 12, pp. 28—30. (In Russian)
  6. Zuev V.V., Shmeleva A.G. Nekotorye aktual’nye zadachi dinamicheskogo nagruzheniya uprugoplasticheskikh sred s uslozhnennymi svoystvami [Some Current Problems of Dynamic Loading for Elasto-Plastic Media with Complicated Properties]. Vestnik Nizhegorodskogo universiteta im. N.I. Lobachevskogo [Vestnik of Lobachevsky University of Nizhni Novgorod]. 2011, no. 4 (5), pp. 2189—2191. (In Russian)
  7. Shmeleva A.G. Udarnoe nagruzhenie plasticheskikh sred [Shock Loading of Plastic Media]. LAP Lambert Academic Publishing, 2012, 128 p. (In Russian)
  8. Mata M., Casals O., Alcal J. The Plastic Zone Size in Indentation Experiments: The Analogy with the Expansion of a Spherical Cavity. Int. J. of Solids and Structures. 2006, vol. 43, no. 20, pp. 5994—6013. DOI: http://dx.doi.org/10.1016/j.ijsolstr.2005.07.002.
  9. Khodakov S. Physicochemical Mechanics of Grinding of Solids. Shuili Xuebao/Journal of Hydraulic Engineering. 1998, no. 9, pp. 631—643.
  10. Demêmes D., Dechesne C.J., Venteo S., Gaven F., Raymond J. Development of the Rat Efferent Vestibular System on the Ground and in Microgravity. Developmental Brain Research. 2001, vol. 128, no. 1, pp. 35—44. DOI: http://dx.doi.org/10.1016/S0165-3806(01)00146-8.
  11. Feldgun V.R., Karinski Y.S., Yankelevsky D.Z., Kochetkov A.V. Internal Blast Loading in a Buried Lined Tunnel. Int. J. of Impact Engineering. 2008, vol. 35, no. 3, pp. 172—183. DOI: http://dx.doi.org/10.1016/j.ijimpeng.2007.01.001.
  12. Feldgun V.R., Karinski Y.S., Yankelevsky D.Z., Kochetkov A.V. Blast Response of a Lined Cavity in a Porous Saturated Soil. Int. J. of Impact Engineering. 2008, vol. 35, no. 9, pp. 953—966. DOI: http://dx.doi.org/10.1016/j.ijimpeng.2007.06.010.
  13. Aptukov V.N. Expansion of a Spherical Cavity in a Compressible Elastoplastic Medium. Report 1. Effect on Mechanical Characteristics, Free Surface, and Lamination. Strength of Materials. 1991, vol. 23, no. 12, pp. 1262—1268. DOI: http://dx.doi.org/10.1007/BF00779445.
  14. Anand L., Gu C. Granular Materials: Constitutive Equations and Strain Localization. Journal of the Mechanics and Physics of Solids. 2000, vol. 48, no. 8, pp. 1701—1733. DOI: http://dx.doi.org/10.1016/S0022-5096(99)00066-6.
  15. Zou J.-F., Li L., Zhang J.-H., Peng J.-G., Wu Y.-Z. Unified Elastic Plastic Solution for Cylindrical Cavity Expansion Considering Large Strain and Drainage Condition. Gong Cheng Li Xue/Engineering Mechanics. 2010, vol. 27, no. 6, pp. 1—7.
  16. Frishter L.Yu. Raschetno-eksperimental’nyy metod issledovaniya napryazhenno-deformiruemogo sostoyaniya sostavnykh konstruktsiy v zonakh kontsentratsii napryazheniy [Computational and Experimental Method of Stress-Strain State Investigation of Composite Structures in the Areas of Stress Concentration]. Stroitel’naya mekhanika inzhenernykh konstruktsiy sooruzheniy [Structural Mechanics of Engineering Constructions and Buildings]. 2008, no. 2, pp. 20—27. (In Russian)
  17. Frishter L.Yu., Mozgaleva M.L. Sopostavlenie vozmozhnostey chislennogo i eksperimental’nogo modelirovaniya napryazhenno-deformiruemogo sostoyaniya konstruktsiy s uchetom ikh geometricheskoy nelineynosti [Comparison of Capabilities of Numerical and Experimental Simulation for Stress-Strain State of Structures Subject to their Geometric Nonlinearity]. International Journal for Computational Civil and Structural Engineering. 2010, vol. 6, no. 1—2, pp. 221—222. (In Russian)
  18. Antonov V.I. Nachal’nye napryazheniya v anizotropnom neodnorodnom tsilindre, obrazovannom namotkoy [Initial Stresses in an Anisotropic Nonuniform Cylinder Created by Winding]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2010, no. 4, vol. 1, pp. 29—33. (In Russian)
  19. Antonov V.I. Metod opredeleniya nachal’nykh napryazheniy v rulone pri nelineynoy zavisimosti mezhdu napryazheniyami i deformatsiyami [Method of Initial Stress Determination in a Roll with Nonlinear Dependence of Stresses and Deformations]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2010, no. 4, vol. 3, pp. 177—180. (In Russian)
  20. Antonov V.I. Napryazheniya v rulone pri dopolnitel’nom natyazhenii lenty [Stresses inside a Roll in Case of Higher Belt Tension]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2013, no. 10, pp. 24—29. (In Russian)
  21. Zuev V.V. Opredelyayushchie sootnosheniya i dinamicheskie zadachi dlya uprugoplasticheskikh sred s uslozhnennymi svoystvami [Defining Relations and Dynamic Problems for Elasto-Plastic Media with Complicated Properties]. Moscow, Fizmatlit Publ., 2006, 176 p. (In Russian)

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INTERACTION OF A LONG SINGLE PILE THAT HAS A DOUBLE-LAYER BASE WITH ACCOUNT FOR COMPRESSIBILITY OF THE PILE SHAFT

Vestnik MGSU 4/2012
  • Ter-Martirosyan Zaven Grigor'evich - Moscow State University of Civil Engineering (MSUCE) , Moscow State University of Civil Engineering (MSUCE), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Trinh Tuan Viet - Moscow State University of Civil Engineering (MSUCE) postgraduate student, Department of Mechanics of Soils, Ground Foundation and Foundation Mechanics, Moscow State University of Civil Engineering (MSUCE), 26, Yaroslavskoe Shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 28 - 34

WITH ACCOUNT FOR COMPRESSIBILITY OF THE PILE SHAFT
The authors provide their solution to the problem of interaction of a long compressible pile that has a double-layer linear deformable base. The paper demonstrates that taking account of compressible properties of the pile material leads to qualitatively new distribution of shearing stresses over the surface of a cylindrical pile. It is noteworthy that increase of the pile length and stiffness of the upper section of the base raise the share of the load perceived by the surface of the pile. Besides, in particular conditions of the soil environment, the load perceived by the lower section of the base may reach approximately 20-30 % of the total load.

DOI: 10.22227/1997-0935.2012.4.28 - 34

References
  1. Ter-Martirosyan Z.G. Mekhanika gruntov [Soil Mechanics]. Moscow, ASV Publ., 2009, 550 p.
  2. Ter-Martirosyan Z.G, Nguyen Giang Nam. Vzaimodeystvie svay bol'shoy dliny s neodnorodnym massivom s uchetom nelineynykh i reologicheskikh svoystv gruntov [Interaction between Long Piles and Heterogeneous Soil Body with the Account for Nonlinear and Rheological Properties of Soils]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2008, no. 2, pp. 3—14.
  3. Ukhov S.B., Semenov V.V., Znamenskiy V.V., Ter-Martirosyan Z.G., Chernyshev S.N. Mekhanika gruntov, osnovaniya i fundamenty [Soil Mechanics, Bases and Foundations]. Moscow, ASV Publ., 2004, 566 p.
  4. Ter-Martirosyan Z.G., Trinh Tuan Viet. Vzaimodeystvie odinochnoy dlinoy svai s osnovaniem s uchetom szhimaemosti stvola svai [Interaction between a Single Long Pile and the Bedding with Account for Compressibility of the Pile Shaft]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2011, no. 8, pp. 104—111.
  5. Nguyen Giang Nam. Identification of the Settlement of the Round Die with Allowance of Its Embedding. Collected papers of the 4th International Scientific Conference of Young Scientists, Postgraduates, and Doctoral Students. Construction as Formation of the Living Environment. Moscow, MSUCE, 2006.

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Numerical investigations of work of driven pile on claystones

Vestnik MGSU 2/2019 Volume 14
  • Sychkina Evgeniya N. - Perm National Research Polytechnic University (PNRPU) Candidate of Technical Sciences, Associate Professor of the Department of Construction Technology and Geotechnics, Perm National Research Polytechnic University (PNRPU), 29 Komsomolsky prospekt, Perm, 614990, Russian Federation.
  • Antipov Vadim V. - Perm National Research Polytechnic University (PNRPU) postgraduate student of Department of Construction Technology and Geotechnics, Perm National Research Polytechnic University (PNRPU), 29 Komsomolsky prospekt, Perm, 614990, Russian Federation.
  • Ofrikhter Yan V. - Perm National Research Polytechnic University (PNRPU) postgraduate student of Department of Construction Technology and Geotechnics, Perm National Research Polytechnic University (PNRPU), 29 Komsomolsky prospekt, Perm, 614990, Russian Federation.

Pages 188-198

Introduction. Reviewed the features of the work of the pile on Permian claystones with the help of numerical and field experiments, analytical calculations. Materials and methods. Numerical modeling was performed in the Plaxis 3D and Midas GTS NX software packages. Full-scale tests of driven piles are made in accordance with the requirements of GOST 20276-2012. The obtained results are compared with the results of analytical calculations according to SP 24.13330.2011. Results. The scientific novelty of the investigation consists in a comparative analysis of the results of numerical modeling of the interaction of a driving pile with claystones with the results of field tests and analytical calculations. Finite element analysis in software package Plaxis 3D using Hardening Soil model shows higher values of settlement (up to 6 times) in relation to stabilized settlement of full-scale pile tests. Calculations in the software package Midas GTS NX showed overestimated values of pile settlements in relation to full-scale pile tests (13-24 times). Analytical calculations in accordance with SP 24.13330.2011 also showed overestimated (up to 3 times) values of the maximum pile settlement in relation to the stabilized settlement during full-scale pile tests. Conclusions. The calculations by the finite element method in the package Plaxis 3D and Midas GTS NX, by the analytical method according to SP 24.13330.2011, show overestimated values of settlement in relation to the stabilized settlement of piles on claystones. Using the Linear-Elastic model for claystones in numerical calculations in Plaxis 3D provides a value close to the settlement of full-scale pile. However, the use of this model is not fully justified for claystones due to the presence of residual deformations and the nonlinear character of pile settlement during loading. Necessary to correct the existing numerical and analytical methods for calculating pile foundations on claystones. It is necessary to continue the work on the further generalization of the experience of arranging piles on weathered claystones in order to evaluate the long-term work of not only a single pile, but also a pile foundation.

DOI: 10.22227/1997-0935.2019.2.188-198

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APPLICATION OF PRESTRESSED SHELLS TO STRENGTHEN STRIP FOUNDATIONS

Vestnik MGSU 2/2012
  • Ter-Martirosjan Zaven Grigor'evich - Moscow State University of Civil Engineering (MSUCE) Doctor of Technical Sciences, Professor, Distinguished Scholar of the Russian Federation, Head of Department of Soil, Ground Foundation and Foundation Mechanics 8 (499) 261-59-88, Moscow State University of Civil Engineering (MSUCE), 26 Jaroslavskoe shosse, Moscow, 129337, Russia; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Pronozin Jakov Aleksandrovich - Tjumen' State University of Civil Engineering and Architecture Candidate of Technical Sciences, Associated Professor, Head of Department of Building Processes, Ground Foundations and Foundations 8 (3452) 43-49-92, Tjumen' State University of Civil Engineering and Architecture, 2 Lunacharskogo St., Tjumen, 625000, Russia; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Naumkina Julija Vladimirovna - Tjumen' State University of Civil Engineering and Architecture postgraduate student, Department of Building Structures 8 (3452) 43-49-92, Tjumen' State University of Civil Engineering and Architecture, 2 Lunacharskogo St., Tjumen, 625000, Russia; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 30 - 34

Effective method of strengthening of foundations of existing buildings by pre-stressed shells is considered in the paper. Advantages of the proposed strengthening method, its production technology and pre-conditions of its analysis are also presented. Presently, strengthening of ground foundations and foundations of buildings and structures is a relevant civil engineering challenge. It is driven by high intensity of restructuring and modernization of buildings and alteration of geological engineering conditions of the areas that are being built up. One of effective methods of strengthening of foundations of existing buildings represents arrangement of pre-stressed concrete shells with conventional steel or metal-free reinforcement. If compared with injection-based technologies, the proposed reinforcement method reduces the cost of construction work by 1.5 times, on average. Therefore, the per-unit cost of shell-based reinforcement of foundations is under 500 Russian roubles per 1 sq. m. of the building floor area. It is noteworthy that no restrictions are imposed on the operation of the building in the course of the above reconstruction, as the secluded backyard is the sole area that accommodates supplementary construction operations.

DOI: 10.22227/1997-0935.2012.2.30 - 34

References
  1. Mangushev R.A. Sovremennye svajnye tehnologii [Contemporary Pile Technologies]. Moscow, ASV, 2007.
  2. Patent 2380483 of the Russian Federation, MPK E 02 D 27/00. Foundation/ Ja.A. Pronozin, R.V. Mel'nikov. ¹ 2008124706/03; 2008, Bulletin # 3.

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ASSESSMENT OF RELIABILITY OF THE FOUNDATION SLAB RESTING ON THE LINEARLY DEFORMABLE BED AND CHARACTERIZED BY THE MODULUS OF DEFORMATION VARIABLE IN X- AND Y-AXIS DIRECTIONS

Vestnik MGSU 5/2012
  • Mkrtychev Oleg Vartanovich - Moscow State University of Civil Engineering (MSUCE) Doctor of Technical Sciences, Professor, Department of Strength of Materials, Moscow State University of Civil Engineering (MSUCE), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Myasnikova Elena Stanislavovna - Moscow State University of Civil Engineering (MSUCE) postgraduate student, Department of Strength of Materials, Moscow State University of Civil Engineering (MSUCE), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 29 - 33

In the proposed article, the behaviour of a foundation slab resting on the linearly deformable bed and characterized by the modulus of deformation variable in x- and y-axis directions is considered. The modulus of deformation and the load distribution are based on a regular pattern that features the following parameters: modulus of deformation mean =25МРа coefficient of variation =0,2, load distribution mean 0,5 МРа; coefficient of variation =0,1. Correlation coefficients between 1, 2...=0As a result of the research, the authors have identified the empirical deflection to approximate the theoretical load distribution. The research has demonstrated that both deflection and slope values follow a regular load distribution pattern. If the deflection value exceeds 20 cm and the slope value exceeds 5cm, the structure fails. Therefore, the theory of probability may be applied to assess the probability of failure of any structure.

DOI: 10.22227/1997-0935.2012.5.29 - 33

References
  1. Mkrtychev O.V., Myasnikova E.S. Nadezhnost’ fundamentnykh konstruktsiy na nelineyno deformiruemom osnovanii [Reliability of Structures of Foundations Resting on the Nonlinearly Deformable Bedding]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 4.
  2. Rzhanitsyn A.R. Teoriya rascheta stroitel’nykh raschetov na nadezhnost’ [Theory of Structural Analysis in terms of Reliability]. Moscow, Stroyizdat Publ., 1978.
  3. Sobolev D.N. Statisticheskie modeli uprugogo osnovaniya [Statistical Models of the Elastic Bedding]. Moscow, Moscow Institute of Civil Engineering named after V.V. Kuybyshev, 1973.

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INFLUENCE OF THE SATURATION PERCENTAGE OF THE CLAY-BEARING SOIL ON ITS STRESS-STRAIN STATE

Vestnik MGSU 8/2012
  • Ter-Martirosyan Zaven Grigorevich - Moscow State University of Civil Engineering Doctor of Technical Sciences, Professor, Distinguished Scholar of the Russian Federation, Chair, Department of Mechanics of Soils, Beddings and Foundations 8 (495) 287-49-14, ext. 1425, Moscow State University of Civil Engineering, 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Nguyen Huy Hiep Huy Hiep - Moscow State University of Civil Engineering postgraduate student, Department of Mechanics of Soils, Beddings and Foundations, Moscow State University of Civil Engineering, 26, YaroslavskoeShosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 112 - 120

The authors propose new analytical and numerical solutions to develop an advanced method
of assessment of the stress-strain state of unsaturated clay soils exposed to external loading.
The research findings demonstrate that the stress-strain state of the soil exposed to distributed
loading in the half-space b = 2a is complex and homogeneous. It depends on the percentage of saturation and on the excessive pore pressure based on the saturation percentage. At the interim
stage, when the pore water is squeezed towards drainage borders, the area that has a maximal
pore pressure in its centre, travels downwards. Consequently, the alteration of excessive pore pressure
in the course of time is dramatic in layers of soil between drainage surfaces. This finding was
obtained through the employment of analytical and numerical solutions.
It is noteworthy that the diagram of stress distribution ƒ = (ƒ1+ƒ2+ƒ3)/3 and z alongside z axis
below strip b = 2a demonstrates damping. This is the reason why the strip exposed to loading and
excessive pressure is limited in its dimensions. Besides, the authors have proven that the surface
soil settlement is caused by shear and 3-dimensional deformations of the soil exposed to the loading
alongside b = 2a strip. Therefore, s = sg + sv, and any settlement increase sg doesn't depend on the
excessive pore pressure, as it occurs concurrently with loading.

DOI: 10.22227/1997-0935.2012.8.112 - 120

References
  1. Ter-Martirosyan Z.G. Mekhanika gruntov [Soil Mechanics]. Moscow, ASV Publ., 2009, 550 p.
  2. Florin V.A. Osnovy mekhaniki gruntov [Soil Mechanics]. Moscow-Leningrad, Stroyizdat Publ., 1959, vol. 1.
  3. Florin V.A. Osnovy mekhaniki gruntov [Soil Mechanics]. Moscow-Leningrad, Stroyizdat Publ., 1961, vol. 2.
  4. Alla Sat Mukhamet Abdul Malek. Napryazhenno-deformirovannoe sostoyaniye preobrazovannogo osnovaniya fundamentov [Stress-strain State of the Transformed Bedding of Foundations]. Moscow, MGSU, 2009.
  5. SNIP 2.02.01—83*. Osnovaniya zdaniy i sooruzheniy [Construction Norms and Rules 2.02.01—83*. Beddings of Buldings and Structures]. Moscow, 1985.
  6. Timoshenko S.N., Gud’er D.Zh. Teoriya uprugosti [Theory of Elasticity]. Moscow, Nedra Publ., 1975, 575 p.
  7. Ivanov P.L. Grunty i osnovaniya gidrotekhnicheskikh sooruzheniy [Soils and Beddings of Hydraulic Engineering Structures]. Moscow, Vyssh. Shk. Publ., 1985, 345 p.
  8. Tsytovich N.A. Mekhanika grutov [Soil Mechanics]. Moscow, Stroyizdat Publ., 1963, 636 p.
  9. Tsytovich N.A. Mekhanika grutov [Soil Mechanics]. Concise Course. Moscow, Vyssh. Shk. Publ., 1979, 268 p.
  10. Tikhonov A.N., Samarskiy A.A. Urovneniya matematicheskoy fi ziki [Equations of Mathematical Physics]. Moscow, Nauka Publ., 1996, 724 p.
  11. Ter-Martirosyan A.Z. Vzaimodeystvie fundamentov s osnovaniem pri tsiklicheskikh i vibratsionnykh vozdeystviyakh s uchetom reologicheskikh svoystv gruntov [Interaction between the Bedding and the Foundation under Cyclic and Vibration Impacts with Account for Rheological Properties of Soils]. Moscow, MGSU, 2010.
  12. Fadev A.B. Metod konechnykh elementov v geomekhanike [Finite Element Method in Geomechanics]. Moscow, Mir Publ., 1989.

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Suction piles in thepresent-day hydraulic engineering

Vestnik MGSU 9/2013
  • Levachev Stanislav Nikolaevich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Professor, Department of Hydraulic Engineering Construction, 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 .
  • Khaletskiy Valentin Stanislavovich - Moscow State University of Civil Engineering (MGSU) master student, Department of Hydraulic Engineering Structures; +7 (915) 343–81–73., 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 86-94

Presently, offshore projects have moved to a new level. Advanced technologies are employed to develop those oil and gas deposits that were inaccessible in the past. SPAR and FPSO platforms are used to develop deposits at a depth of over 2,000 meters. Versatile technologies, including suction piles, represent a major factor of successful implementation of these projects.Renewable energy sources arouse more interest. Wind energy is a most ambitions area of research. Wind farms may be installed along the coastline or a shelf. Today many offshore projects are implemented using renewable energy sources. Presently, wind power generators represent sophisticated structures having blades with a diameter of up to 150 m. One of the main objectives is to have them strongly attached to the seabed. Suction piles are often used to solve this task. Suction piles minimize the work at sea, and they are used to install both fixed and floating platforms. The authors consider modern constructions used in similar projects and present the history of suction piles and their use in different offshore projects. The authors also analyze the most recent developments in the area of anchor design for suction piles.The area of research covered in the article is highly relevant. Anchors and foundations based on suction piles can be widely used to develop offshore projects in Russia.

DOI: 10.22227/1997-0935.2013.9.86-94

References
  1. Dean E.T.R. Offshore Geotechnical Engineering. Principles and Practice. 2010, pp. 296—297, 299, 405—407.
  2. Andersen K.H., Jostad H.P. Exploration and Production – Oil and Gas Review 2007. Suction Anchor Technology’s Contribution to Offshore Oil Recovery, pp. 54—55.
  3. Havard Devold Oil and Gas Production Handbook. 2006, pp. 9—11.
  4. Thomsen J.H., Forsberg T., Bittner R. Proceedings of the 26th International Conference on Offshore Mechanics and Arctic Engineering. Offshore Wind Turbine Foundations – the Cowi Experience. 2007, pp. 7—8.
  5. Henderson A.R., Patel M.H. On the Modeling of a Floating Offshore Wind Turbine. Wind Energy Journal. 2003, pp. 53—86.
  6. Musial W., Butterfield S., Boone A. Feasibility of Floating Platform Systems for Wind Turbines. 2004, pp. 2—7.
  7. Yong Bai, Qiang Bai. Subsea Structural Engineering. 2010, pp. 130—131.

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INTERACTION OF A LONG PILE OF FINITE STIFFNESS WITH SURROUNDING SOIL AND FOUNDATION CAP

Vestnik MGSU 9/2015
  • Ter-Martirosyan Armen Zavenovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, Professor of the Department of Soil Mechanics and Geotechnics, Head of Research and Education Center «Geotechnics», Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.
  • Ter-Martirosyan Zaven Grigor’evich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, Professor, Department of Soil Mechanics and Geotechnics, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.
  • Trinh Tuan Viet - Moscow State University of Civil Engineering (National Research University) (MGSU) postgraduate student, Department of Soil Mechanics, Bases and Foundations, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.

Pages 72-83

The article presents the formulation and analytical solution to a quantification of stress strain state of a two-layer soil cylinder enclosing a long pile, interacting with the cap. The solution of the problem is considered for two cases: with and without account for the settlement of the heel and the underlying soil. In the first case, the article is offering equations for determining the stresses of pile’s body and the surrounding soil according to their hardness and the ratio of radiuses of the pile and the surrounding soil cylinder, as well as formulating for determining equivalent deformation modulus of the system “cap-pile-surrounding soil” (the system). Assessing the carrying capacity of the soil under pile’s heel is of great necessity. In the second case, the article is solving a second-order differential equation. We gave the formulas for determining the stresses of the pile at its top and heel, as well as the variation of stresses along the pile’s body. The article is also formulating for determining the settlement of the foundation cap and equivalent deformation modulus of the system. It is shown that, pushing the pile into underlying layer results in the reducing of equivalent modulus of the system.

DOI: 10.22227/1997-0935.2015.9.72-83

References
  1. Nadai A. Theory of Flow and Fracture of Solids. Vol. 1. New York, McGraw-Hill, 1950, 572 p.
  2. Florin V.A. Osnovy mekhanicheskikh gruntov [Fundamentals of Mechanical Soil]. Vol. 1. Moscow, Gosstroyizdat Publ., 1959, 356 p. (In Russian)
  3. Telichenko V.I., Ter-Martirosyan Z.G. Vzaimodeystvie svai bol’shoy dliny s nelineyno deformiruemym massivom grunta [Interaction between Long Piles and the Soil Body Exposed to NonLinear Deformations]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 4, pp. 22—27. (In Russian)
  4. Ter-Martirosyan Z.G., Nguen Zang Nam. Vzaimodeystvie svay bol’shoy dliny s neodnorodnym massivom s uchetom nelineynykh i reologicheskikh svoystv gruntov [Interaction between Long Piles and a Heterogeneous Massif with Account for Non-linear and Rheological Properties of Soils]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2008, no. 2, pp. 3—14. (In Russian)
  5. Ter-Martirosyan Z.G., Trinh Tuan Viet. Vzaimodeystvie odinochnoy dlinoy svai s osnovaniem s uchetom szhimaemosti stvola svai [Interaction between a Single Long Pile and the Bedding with Account for Compressibility of the Pile Shaft]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2011, no. 8, pp. 104—110. (In Russian)
  6. Mattes N.S., Poulos H.G. Settlement of Single Compressible Pile. Journal SoilMech. Foundation ASCE. 1969, vol. 95, no. 1, pp. 189—208.
  7. Ter-Martirosyan Z.G. Mekhanika gruntov [Soil Mechanics]. Moscow, ASV Publ., 2009, 550 p. (In Russian)
  8. 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)
  9. Coyle H.M., Reese L.C. Load Transfer for Axially Loaded Piles in Clay. Journal Soil Mechanics and Foundation Division, ASCE. March1996, vol. 92, no. 2, pp. 1—26.
  10. Bartolomey A.A., Omel’chak I.M., Yushkov B.S. Prognoz osadok svaynykh fundamentov [Forecasting the Settlement of Pile Foundation]. Moscow, Stroyizdat Publ., 1994, 384 p. (In Russian)
  11. Randolph M.F., Wroth C.P. Analysis of Deformation of Vertically Loaded Piles. Journal of the Geotechnical Engineering Division, American Society of Civil Engineers. 1978, vol. 104, no. 12, pp. 1465—1488.
  12. Van Impe W.F. Deformations of Deep Foundations. Proc. 10th Eur. Conf. SM & Found. Eng., Florence. 1991, vol. 3, pp. 1031—1062.
  13. Prakash S., Sharma H.D. Pile Foundation in Engineering Practice. John Wiley & Sons, 1990, 768 p.
  14. Malyshev M.V., Nikitina N.S. Raschet osadok fundamentov pri nelineynoy zavisimosti mezhdu napryazheniyami i deformatsiyami v gruntakh [Calculation of the Base Settlements in Non-Linear Relation between Stresses and Displacements of Soil]. Osnovaniya, fundamenty i mekhanika gruntov [Bases, Foundations and Soil Mechanics]. 1982, no. 2, pp. 21—25. (In Russian)
  15. Hansen J.B. Revised and Extended Formula for Bearing Capacity. Bulletin 28. Danish Geotechnical Institute, Copenhagen, 1970, pp. 5—11.
  16. Joseph E.B. Foundation Analysis and Design. McGraw-Hill, Inc, 1997, 1240 p.
  17. Ter-Martirosyan Z.G., Strunin P.V., Trinh Tuan Viet. Szhimaemost’ materiala svai pri opredelenii osadki v svaynom fundamente [The Influence of the Compressibility of Pile Material in Determining the Settlement of Pile Foundation]. Zhilishchnoe stroitel’stvo [Housing Construction]. 2012, no. 10, pp. 13—15. (In Russian)
  18. Vijayvergiya V.N. Load-Movement Characteristics of Piles. Proc. Port 77 conference, American Society of Civil Engineers, Long Beach, CA, March 1977, pp. 269—284.
  19. Seed H.B., Reese L.C. The Action of Soft Clay along Friction Piles. Trans., ASCE. 1957, vol. 122, no. 1, pp. 731—754.
  20. Booker J., Poulos H.G. Analysis of Creep Settlement of Pile Foundation. Journal Geotechnical Engineering division. ASCE. 1976, vol. 102, no. 1, pp. 1—14.
  21. Poulos H.G., Davis E.H. Pile Foundation Analysis and Design. New York, John Wiley and Sons, 1980, 397 p.

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Settlement and bearingcapacity of long pile

Vestnik MGSU 5/2015
  • Ter-Martirosyan Armen Zavenovich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Associate Professor, Department of Soil Mechanics and Geotechnies, 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 .
  • Ter-Martirosyan Zaven Grigor’evich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Science, Professor of the Department of Soil Mechanics and Geotechnics, Main Researcher at the Research and Education Center “Geotechnics”, 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 .
  • Trinh Tuan Viet - Moscow State University of Civil Engineering (MGSU) postgraduate student, Department of Soil Mechanics and Geotech- nies, 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 .
  • Luzin Ivan Nikolaevich - Moscow State University of Civil Engineering (MGSU) postgraduate student, Department of Soil Mechanics and Geotechnies, 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 52-61

When a long pile is interacting with the soil, the combined force applied to the pile head is distributed among the side face and the pile toe inhomogeneously. The toe gets not more than 30 % from the general force, which doesn’t let using the reserves of the bearing capacity of relatively firm soil under the fifth pile. Account for the depth of the pile toe and the dead load of the soil allows increasing the bearing capacity of the soil under the pile toe and decrease the pile settlement in general. For the quantitative estimation of these factors it is necessary to solve the task on the interaction of the rigid long pile with the surrounding soil, which includes under the pile toe, which is absolutely rigid round stamp.The article presents the formulation and analytical solution to a quantification of the settlement of a circular foundation with the due account for its depth, basing on the development of P. Mindlin’s studies as well as the interactions between a long rigid pile and surrounding soils, including under pile toe.It is proposed to compare the estimated value of stresses under the heel of pile with the initial critical load for the round foundation to check the condition that the estinated value is less than the intial critical one.

DOI: 10.22227/1997-0935.2015.5.52-61

References
  1. Nadai A. Theory of Flow and Fracture of Solids. Vol. 1. New York, McGraw-Hill, 1950, 572 p.
  2. Florin V.A. Osnovy mekhanicheskikh gruntov [Fundamentals of Mechanical Soil].
  3. Vol. 1. Moscow, Gosstroyizdat Publ., 1959, 356 p. (In Russian)
  4. Telichenko V.I., Ter-Martirosyan Z.G. Vzaimodeystvie svai bol’shoy dliny s nelineyno deformiruemym massivom grunta [Interaction between Long Piles and the Soil Body Exposed to Non-Linear Deformations]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 4, pp. 22—27. (In Russian)
  5. Ter-Martirosyan Z.G., Nguen Zang Nam. Vzaimodeystvie svay bol’shoy dliny s neodnorodnym massivom s uchetom nelineynykh i reologicheskikh svoystv gruntov [Interaction between Long Piles and a Heterogeneous Massif with Account for Non-linear and Rheological Properties of Soils]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2008, no. 2, pp. 3—14. (In Russian)
  6. Ter-Martirosyan Z.G., Trinh Tuan Viet. Vzaimodeystvie odinochnoy dlinoy svai s osnovaniem s uchetom szhimaemosti stvola svai [Interaction between a Single Long Pile and the Bedding with Account for Compressibility of the Pile Shaft]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2011, no. 8, pp. 104—111. (In Russian)
  7. Mattes N.S., Poulos H.G. Settlement of Single Compressible Pile. Journal SoilMech. Foundation ASCE. 1969, vol. 95, no. 1, pp. 189—208.
  8. Ter-Martirosyan Z.G., Ter-Martirosyan A.Z., Sidorov V.V. Nachal’noe kriticheskoe davlenie pod podoshvoy kruglogo fundamenta i pod pyatoy buronabivnoy svai kruglogo secheniya [Initial Critical Stresses under the Sole of Round Foundation and under the Circular Bored Pile Toe]. Estestvennye i tekhnicheskie nauki [Journal Natural and Technical Sciences]. 2014, no. 11—12 (78), pp. 372—376. (In Russian)
  9. Bartolomey A.A., Omel’chak I.M., Yushkov B.S. Prognoz osadok svaynykh fundamentov [Forecasting the Settlement of Pile Foundation]. Moscow, Stroyizdat Publ., 1994, 384 p. (In Russian)
  10. Coyle H.M., Reese L.C. Load Transfer for Axially Loaded Piles in Clay. Journal Soil Mechanics and Foundation Division, ASCE. March1996, vol. 92, no. 2, pp. 1—26.
  11. Randolph M.F., Wroth C.P. Analysis of Deformation of Vertically Loaded Piles. Journal of the Geotechnical Engineering Division, American Society of Civil Engineers. 1978, vol. 104, no. 12, pp. 1465—1488.
  12. Van Impe W.F. Deformations of Deep Foundations. Proc. 10th Eur. Conf. SM & Found. Eng., Florence. 1991, vol. 3, pp. 1031—1062.
  13. Ter-Martirosyan Z.G. Mekhanika gruntov [Soil Mechanics]. Moscow, ASV Publ., 2009, 550 p. (In Russian)
  14. Prakash S., Sharma H.D. Pile Foundation in Engineering Practice. John Wiley & Sons, 1990, 768 p.
  15. Malyshev M.V., Nikitina N.S. Raschet osadok fundamentov pri nelineynoy zavisimosti mezhdu napryazheniyami i deformatsiyami v gruntakh [Calculation of the Base Settlements in Non-Linear Relation between Stresses and Displacements of Soil]. Osnovaniya, fundamenty i mekhanika gruntov [Bases, Foundations and Soil Mechanics]. 1982, no. 2, pp. 21—25. (In Russian)
  16. Joseph E.B. Foundation Analysis and Design. McGraw-Hill, Inc, 1997, 1240 p.
  17. Ter-Martirosyan Z.G., Strunin P.V., Trinh Tuan Viet. Szhimaemost’ materiala svai pri opredelenii osadki v svaynom fundamente [The Influence of the Compressibility of Pile Material in Determining the Settlement of Pile Foundation]. Zhilishchnoe stroitel’stvo [Housing Construction]. 2012, no. 10, pp. 13—15. (In Russian)
  18. Hansen J.B. Revised and Extended Formula for Bearing Capacity. Bulletin 28. Danish Geotechnical Institute, Copenhagen, 1970, pp. 5—11.
  19. Vijayvergiya V.N. Load-Movement Characteristics of Piles. Proc. Port 77 conference, American Society of Civil Engineers, Long Beach, CA, March 1977, pp. 269—284.
  20. Booker J., Poulos H.G. Analysis of Creep Settlement of Pile Foundation. Journal Geotechnical Engineering division. ASCE. 1976, vol. 102, no. 1, pp. 1—14.
  21. Poulos H.G., Davis E.H. Pile Foundation Analysis and Design. New York, John Wiley and Sons, 1980, 397 p.
  22. Seed H.B., Reese L.C. The Action of Soft Clay along Friction Piles. Trans., ASCE. 1957, vol. 122, no. 1, pp. 731—754.

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EXPERIENCE OF CONSTRUCTION OF HIGH-RISE BUILDING FOUNDATIONS IN THE CONDITIONS OF THE SOUTH OF TYUMEN REGION

Vestnik MGSU 3/2018 Volume 13
  • Pronozin Yakov Aleksandrovich - Industrial University of Tyumen (IUT) Doctor of Technical Science, Associate Professor, Vice-Rector for Research, Industrial University of Tyumen (IUT), 38 Volodarskogo str., Tyumen, 625000, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Stepanov Maksim Andreevich - Industrial University of Tyumen (IUT) Candidate of Technical Science, Associate Professor, Department of Geotechnics, Industrial University of Tyumen (IUT), 38 Volodarskogo str., Tyumen, 625000, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Volosyuk Denis Viktorovich - OOO «GEOFOND+» engineer, OOO «GEOFOND+», 416 office, 7a, Yamskaya str., Tyumen, 625001, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Shuvaev Anatoliy Nikolaevich - Industrial University of Tyumen (IUT) Doctor of Technical Science, Professor, Research Scientist, Industrial University of Tyumen (IUT), 38 Volodarskogo str., Tyumen, 625000, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Rybak Gennadiy Igorevich - Department of Geotechnics, Industrial University of Tyumen (IUT) Postgraduate Student, Department of Geotechnics, Industrial University of Tyumen (IUT), 38 Volodarskogo str., Tyumen, 625000, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 282-292

Subject: foundatons of high-rise buildings in Tyumen which possess the properties of active regulation of their interaction with the soil bed. Research objectives: assessment of the experience of using soil bed pressing for combined footings, and application of strip-shell footings for construction of high-rise buildings (up to 25 floors or 75 m high) in the presence of highly compressible soil. Materials and methods: geotechnical monitoring data of the technical condition of residential high-rise buildings during the construction process and in operation. Results: the results of monitoring 17-storey residential building and three 22-storey residential buildings prove that the strip-shell foundation is highly efficient. Its efficiency consists in decrease of settlements as compared to slab foundations, and also reduction of cost and construction duration. Practical applications of combined strip-pile foundations with the possibility of regulation of stress-strain behavior of soil bed by its pressing confirmed the efficiency of the developed design solutions. This efficiency consists in assurance of operational reliability of objects of construction, and also decrease of material consumption and the cost as compared to traditional pile-slab foundations. Conclusions: taking into account the obtained results and a general progress in geotechnical science and technologies, practical application of foundations which possess the properties of active regulation of their interaction with the soil bed allows us to decrease the cost associated with their construction for high-rise buildings, especially in the presence of highly compressible soil beds.

DOI: 10.22227/1997-0935.2018.3.282-292

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СONSOLIDATION AND CREEPOF SUBFOUNDATIONS HAVING FINITE WIDTHS

Vestnik MGSU 4/2013
  • Ter-Martirosyan Zaven Grigor’evich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Science, Professor of the Department of Soil Mechanics and Geotechnics, Main Researcher at the Research and Education Center “Geotechnics”, 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 .
  • Ter-Martirosyan Armen Zavenovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, Professor of the Department of Soil Mechanics and Geotechnics, Head of Research and Education Center “Geotechnics”, 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 .
  • Nguyen Huy Hiep - Moscow State University of Civil Engineering (MGSU) postgraduate student, Department of Soil Mechanics, Subfoundations and Foundations, 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 38-52

The authors formulate and solve the problem of consolidation and creep of saturated clay subfoundations exposed to localized loads (the two-dimensional problem formulation). The findings have proven that, if the two-dimensional problem is considered, any excessive pore pressure is concentrated immediately under the area exposed to the localized loading, and it penetrates into the depth equal to 1/2 of the strength of the compressed width. Subfoundation subsidence is caused by both shear and 3D deformations of soil. Besides, the ratio of shear-to-3D deformations reaches 10. Therefore, the authors propose to represent the subfoundation subsidence as the sum of shear and 3D deformations.The differential equation of the filter consolidation, if considered as the 2D problem, is solved using the Mathcad software. The software is used to analyze the isolines of excessive pore pressure at any moment following the loading application. New depen- dence representing the ratio of the changing area of the diagram of the average effective tension to the area of the diagram of the average tension in the stabilized condition is proposed by the authors.In the final section of the article, the authors solve the problem of prognostication of the subsidence pattern for the water saturated subfoundation with account for the shear creep of the soil skeleton. The authors employ the visco-elastic Bingham model characterized by time-dependent viscosity ratios. The authors have proven that in this case the subsidence following the shear load will develop as of the moment of application of the external load pro rata the logarithm of time irrespectively of the process of filtration consolidation.

DOI: 10.22227/1997-0935.2013.4.38-52

References
  1. Koshlyakov N.S., Gliner E.B., Smirnov M.M. Osnovnye differentsial’nye uravneniya matematicheskoy fiziki [Basic Differential Equations of Mathematical Physics]. Moscow, Fizmat Publ., 1962, 765 p.
  2. Florin V.A. Osnovy mekhaniki gruntov [Fundamentals of Soil Mechanics]. Moscow, Stroyizdat Publ., 1959, vol. 1.
  3. Tsytovich N.A. Mekhanika gruntov [Soil Mechanics]. Moscow, Stroyzdat Publ., 1963, 636 p.
  4. Zaretskiy Yu.K. Vyazko-plastichnost’ gruntov i raschety sooruzheniy [Visco-plasticity of Soils and Analysis of Structures]. Moscow, Stroyizdat Publ., 1988, 350 p.
  5. SP 22.13330.2011. Osnovaniya zdaniy i sooruzheniy. [Construction Regulations 22.13330.2011. Subfoundations of Buildings and Structures]. Moscow, 2011, 85 p.
  6. Tikhonov A.N., Samarskiy A.A. Uravneniya matematicheskoy fiziki [Equations of Mathematical Physics]. Moscow, Nauka Publ., 1996, 724 p.
  7. Ter-Martirosyan Z.G. Mekhanika gruntov [Soil Mechanics]. Moscow, ASV Publ., 2009, 550 p.
  8. Ter-Martirosyan A.Z. Vzaimodeystvie fundamentov s osnovaniem pri tsiklicheskikh i vibratsionnykh vozdeystviyakh s uchetom reologicheskikh svoystv gruntov [Interaction between Foundations and Subfoundations in Case of Cyclical and Vibration Exposures with Account for Rheological Properties of Soils]. Moscow, MGSU Publ., 2010.
  9. Vyalov S.S. Reologicheskie osnovy mekhaniki gruntov [Rheological Fundamentals of Soil Mechanics]. Moscow, Vysshaya shkola publ., 1978, 447 p.
  10. Galin L.A. Kontaktnye zadachi teorii uprugosti i vyazko-uprugosti [Contact Problems of Theory of Elasticity and Visco-elasticity]. Moscow, Nauka Publ., 1980, 296 p.
  11. Spravochnik Plaxis V. 8.2 [Plaxis V. 8.2 Reference Book]. Translated by Astaf’ev M.F. 2006, 182 p.
  12. Florin V.A. Osnovy mekhaniki gruntov [Fundamentals of Soil Mechanics]. Moscow, Stroyizdat Publ., 1959, vol. 2.
  13. Arutyunyan N.Kh., Kolmanovskiy V.B. Teoriya polzuchesti neodnorodnykh tel [Theory of Creep of Heterogeneous Bodies]. Moscow, Nauka Publ., 1983, 307 p.

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