Friction piles behavior in soil base and piles settlement calculation

Vestnik MGSU 9/2018 Volume 13
  • Utkin Vladimir S. - Vologda State University (VSU) Doctor of Technical Scinces, Professor of Department of industrial and civil engineering, the honored worker of the higher school of the Russian Federation, Vologda State University (VSU), 15 Lenina st., Vologda, 160000, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 1125-1132

Subject: friction piles are calculated by the first and second group of limit states. The article describes a new method for friction pile design by the second group (by settlement) of limit state in relation to the pile foundations of buildings and structures in the urban area and in the design of extensions to existing buildings in which the value of settlement is limited or unacceptable. A new method of piles settlement calculation is different from existing method by the Building Code SP 24.13330.2011. The method is based on a new approach of the pile behavior in soil base, which is different from the existing regulations and science papers. Research objectives: the new method of pile settlement calculation is presented with the purpose of clarifying the calculation of pile bearing capacity unlike an existing method in the Building Code (SP 24.13330.2011). The basis of the design is a new idea of the pile behavior in the soil base, which differs from the existing approaches. Materials and methods: the method consists in the formation of the pile settlement only as a result of pile shortening from the compressive force by the deformation of the pile material. Results: the design equation is presented for calculation the pile settlement caused by the pile material deformation. The condition for determining the pile length is presented, which provides the pile settlement only due to the pile material deformation. Conclusion: such approach of the pile settlement calculation is necessary for the design of extensions to existing buildings, as well as new structures near existing buildings, in which the settlement value is already close to the ultimate value of settlement. The article presents the examples of pile settlement calculations obtained by various methods (including the method of the Building Code SP 24.13330.2011) for comparison of the results. The article can be used in the piles design and in the formation of new design standards for pile foundations of structures and machines.

DOI: 10.22227/1997-0935.2018.9.1125-1132

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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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INTERACTION BETWEEN LONG PILES AND THE SOIL BODY AS PART OF THE SLAB-PILE FOUNDATION

Vestnik MGSU 3/2012
  • Ter-Martirosyan ZavenGrigorevich - Moscow State University of Civil Engineering (MSUCE) Doctor of Technical Sciences, Professor, Distinguished Scholar of the Russian Federation, Head of Department of Soils, Ground Foundation and Foundation Mechanics 8 (499) 261-59-88, Moscow State University of Civil Engineering (MSUCE), 26 Yaroslavskoeshosse, Moscow, 129337, Russia; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 74 - 78

The paper provides a definition of and a solution to the problems of interaction between long piles and the soil body as part of the slab-pile foundation with the due account for the interval between the piles, the length of piles and their correlations, as well as the nonlinear properties of soil identified by analytical and numerical methods through the application of Plaxis-2d software.
It is proven that the above properties produce a substantial impact onto the stress-strain state of soils that interact with the pile and the grid, and the impact values make it possible to assess the rigidity of the slab-pile foundation that is needed to solve the problems of the multiplicity of piles as well as the problems of distribution of the total load between the piles and the grid.

DOI: 10.22227/1997-0935.2012.3.74 - 78

References
  1. Ter-Martirosyan Z.G. Mekhanika gruntov [Soil Mechanics]. Moscow, ASV, 2009, 550 p.
  2. Ter-Martirosyan Z.G., NguenZang Nam. Vzaimodeystvie svay bol’shoy dliny s neodnorodnym massivom s uchetom nelineynykh i geologicheskikh svoystv gruntov [Interaction between Long Piles and the Heterogeneous Soil Body with the Account for Nonlinear and Rheological Properties of Soils].Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering], 2008, Issue 2, pp. 3—14.
  3. 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 the Account for the Compressibility of the Pile Shaft]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering], Issue 8, 2011, pp. 104—111.

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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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Environmental assessment of a city on the model of energy-ecological efficiency

Vestnik MGSU 12/2014
  • Kuzovkina Tat’yana Vladimirovna - Moscow State University of Civil Engineering (MGSU) postgraduate student, Department of Construction of the Objects of Thermal and Nuclear Power, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; +7 (495) 781-80-07; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 172-181

This article gives an overview of the analytical methodology for assessing the environmental safety in construction, the existing government programs in energy saving, and the analysis of the actual state of the investigated problem, proposed a method of assessment of environmental safety efficiency criteria of a city. The analysis is based on the data on housing and communal services of the City of Moscow. As a result of the consideration of the government programs and methods of assessing the environmental security in construction the conclusion was made that none of the programs reviewed and non of the methods include consideration of the relationship between environmental parameters of environmental security and energy efficiency (indicators of them are considered separately from each other). In order to determine the actual state of environmental safety analytical review was performed of energy efficiency programs of the government in Moscow and the methods of assessing the environmental safety of a construction. After considering a methodology for assessing the environmental safety of a construction, the author proposes to use the model for determining the indicator of efficiency of the city to ensure the environmental safety of the processes of life-support of the city, which takes into account the dependence of the parameters of environmental safety and energy efficiency. The author describes the criteria for selecting thr data on energy and environmental efficiency of the city. The article shows the sequence to identify the criteria for determining the indicator of efficiency of the city. In the article the author presents the results of ecological assessment of Moscow on the energy-ecological efficiency model, using the model defined performance indicators of the city to ensure environmental safety processes of life support of the city. The model takes into account the dependence of environmental safety parameters, environmental and energy efficiency. The correlation analysis of the effectiveness of the city of Moscow, the graphs for the regression assessment models of the data are described. The coefficient of efficiency indicators correlation of city support and the coefficient of life safety in the city are calculated. Performance indicator for Moscow in 2009-2012 is defined, which reflects the dependence of the processes of life support and life sustenance of the city. The proposed approach to the assessment of environmental safety may be used in the development of governmental programs on energy saving, as well as in the preparation of regulatory documents.

DOI: 10.22227/1997-0935.2014.12.172-181

References
  1. Korolevskiy K.Yu., Slesarev M.Yu. Sozdanie i perspektivy razvitiya kafedry MGSU «Tekhnicheskoe regulirovanie» [Formation and prospects of development of the Department of Civil Engineering Technical Regulation]. Promyshlennoe i grazhdanskoe stroitel’stvo [Industrial and Civil Engineering]. 2008, no. 4, pp. 55—57. (In Russian)
  2. Negrebov A.I., Slesarev M.Yu., Telichenko V.I. Upravlenie proektami rekonstruktsii ob”ektov stroitel’stva po ekologicheskim trebovaniyam [Management of Reconstruction Projects of Construction Objects Accoeding to Ecological Requirements]. Mekhanizatsiya stroitel’stva [Mechanization of Construction]. 2002, no. 6, pp. 10—12. (In Russian)
  3. Energosberezhenie v gorode Moskve : Gosudarstvennaya programma goroda Moskvy na 2012—2016 gg. i na perspektivu do 2020 g. [Energy Saving in Moscow : State Program of Moscow City in 2012—2016 and Up to 2020]. Vestnik Mera i Pravitel’stva Moskvy [Proceedings of Moscow Major and Government]. 2011, no. 57, pp. 6—133. (In Russian)
  4. Prikaz Minenergo Rossii ot 30 iyunya 2014 g. ¹ 399 «Ob utverzhdenii metodiki rascheta znacheniy tselevykh pokazateley v oblasti energosberezheniya i povysheniya energeticheskoy effektivnosti, v tom chisle v sopostavimykh usloviyakh» [Order Russian ministry of Energy from 30.06.2014 no. 399 “Approving the Methods of Calculating the Targets Values in the Field of Energy Saving and Energy Efficiency, Including in Comparable Conditions]. LEKS-Konsalting. Available at: http://www.g-k-h.ru/upload/prikaz399.rtf. Date of access: 01.03.2013. (In Russian)
  5. Podprogramma energosberezheniya i povysheniya energeticheskoy effektivnosti Departamenta zhilishchno-kommunal’nogo khozyaystva i blagoustroystva goroda Moskvy [Sub-Programme on Energy Saving and Energy Efficiency Increase of the Department of Housing and Communal Services and Public Works of the City of Moscow]. Vestnik Mera i Pravitel’stva Moskvy [Proceedings of Moscow Major and Government]. 2008, no. 63, pp. 108—200. (In Russian)
  6. Polozhenie po provedeniyu energeticheskikh obsledovaniy organizatsiy RAO «EES Rossii» RD 153-34.9.09.162-00 [Regulations for Conducting Energy Investigations of Organizations of RAO “UES of Russia” RD 153-34.9.09.162-00]. Moscow, RAO «EES Rossii» Publ., 2000, 28 p. (In Russian)
  7. Fedorov M.P., Bocharov Yu.N., Porshnev G.P., Schislyaev S.M., Matveev I.A., Skvortsova I.V., Petkova A.P., Malinovskiy D.N., Dzektser N.N.N., Shkola A.V., Mityakov A.V. Patent 2439625 RF, MPK G01W. Sposob kompleksnogo energoekologicheskogo obsledovaniya energeticheskikh i promyshlennykh ob”ektov. ¹ 2010102375/28, Zayavl. 25.01.2010, opubl. 10.01.2012. Byul. ¹ 1 [Patent 2439625 RF, MPK G01W. Method of integrated energy-ecological survey of power and industrial facilities. No. 2010102375/28, appl. 25.01.2010, publ. 10.01.2012. Bulletin no. 1]. Patent Holder FGBOU VPO «SPbGPU», 16 p. (In Russian)
  8. BREEAM International New Construction Technical Manual: SD5075 Version: 2013.03/03/2014. Available at: http://www.breeam.org/page.jsp?id=109. Date of access: 01.03.2013.
  9. Foundations of the Leadership in Energy and Environmental Design, Environmental Rating System, A Tool for Market Transformation. U.S. Green Building Council. 2006, August. Available at: http://www.usgbc.org/Docs/Archive/General/Docs2039.pdf/. Date of access: 01.03.2013.
  10. Kukadia V., Upton S., Hall D. Control of Dust from Construction and Demolition Activities. RE Press, 2003. Available at: http://products.ihs.com/cis/Doc.aspx?AuthCode=&DocNum=262929. Date of access: 01.03.2013.
  11. Kukadia V., Upton S., Grimwood C. Controlling Particles, Vapour and Noise Pollution from Construction Sites — Set of Five Pollution Control Guides. BRE Press, 2003. Available at: http://www.brebookshop.com/details.jsp?id=144548. Date of access: 01.03.2013.
  12. Guidelines on Energy Efficiency of Lift & Escalator Installations. EMSD, 2007. Available at: http://www.emsd.gov.hk/emsd/e_download/pee/Guidelines_on_Energy_Efficiency_of_LiftnEsc_Installations_2007.pdf. Date of access: 01.03.2013.
  13. Nipkow J., Schalcher M. Energy Consumption and Efficiency Potentials of Lifts. Swiss Agency For Efficient Energy Use S.A.F.E. Available at: http://www.arena-energie.ch/d/_data/EEDAL-ID131_Lifts_Nipkow.pdf. Date of access: 01.03.2013.
  14. Zaytseva T.V. Ekologicheskaya bezopasnost’ ob”ektov zhilishchno-kommunal’nogo khozyaystva. Uchet vliyaniya meropriyatiy po energosberezheniyu i energoeffektivnosti [Environmental Safety of the Objects of Housing and Communal Services. Accounting for the Effects of Energy Saving and Energy Efficiency Measures]. Stroitel’stvo — formirovanie sredy zhiznedeyatel’nosti : sbornik dokladov XVI Mezhdunarodnoy mezhvuzovskoy nauchno-prakticheskoy konferentsii studentov, magistrantov, aspirantov i molodykh uchenykh (24—26 aprelya 2013 g., Moskva). Minobrnauki RF, MGSU [Construction — Forming Living Environment: Book of Reports Of The Sixteenth International Interuniversity Scientific And Practical Conference Of Students, Master And Postgraduate Students And Young Scientists (April, 24—26, 2013)]. Ministry of Education and Science of the Russian Federation, MGSU]. Moscow, MGSU Publ., 2013, no. 3 (6), pp. 596—601. (In Russian)
  15. Zaytseva T.V. Ekologicheskaya bezopasnost’ prirodno-tekhnicheskikh sistem, formiruemykh ob”ektami promyshlennogo, grazhdanskogo i gorodskogo stroitel’stva stroitel’stva [Environmental Security of Natural-Technical Systems Formed by Industrial, Civil and Urban Construction Objects]. Nauchnyy potentsial regionov na sluzhbu modernizatsii : mezhvuzovskiy sbornik nauchnykh statey [Scientific Potential of the Regions on Service of Modernization: Interuniversity Collection of Scientific Articles]. Astrakhan’, GAOU AO VPO «AISI» Publ., 2013, vol. 1, pp. 39—42. (In Russian)
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  17. Doklad rukovoditelya Departamenta prirodopol’zovaniya i okhrany okruzhayushchey sredy Moskvy A.O. Kul’bachevskogo na Kollegii Departamenta, posvyashchennoy itogam raboty v 2012 godu i planam na 2013 god [Report of the Head of the Department of Natural Resources Management and Environmental Protection of Moscow A.O. Kul’bachevskiy on the Department Board Dedicated to the Results of the Work in 2012 and Plans for 2013]. Available at: http://www.dpioos.ru/eco/ru/report_result/o_8635. Date of access: 01.03.2013. (In Russian)
  18. Doklad o sostoyanii okruzhayushchey sredy v gorode Moskve v 2011 godu [Report on the State of the Environment in the City of Moscow in 2011]. Available at: http://www.dpioos.ru/eco/ru/report_result/o_3992. Date of access: 01.11.2012. (In Russian)
  19. Doklad rukovoditelya Departamenta prirodopol’zovaniya i okhrany okruzhayushchey sredy goroda Moskvy A.O. Kul’bachevskogo «Ob osnovnykh napravleniyakh, rezul’tatakh deyatel’nosti Departamenta prirodopol’zovaniya i okhrany okruzhayushchey sredy goroda Moskvy v 2011 godu i zadachakh na 2012 god» [Report of the Head of the Department of Natural Resources Management and Environmental Protection of Moscow A.O. Kul’bachevskiy “On the Main Directions, Results of the work of the Department of Natural Resources and Environmental Protection of the City of Moscow in 2011 and tasks for 2013”]. Available at: http://www.dpioos.ru/eco/ru/report_result/o_4156. Date of access: 01.11.2012. (In Russian)
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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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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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Application of compensation grouting technology for protection of buildings and structures

Vestnik MGSU 6/2015
  • Zertsalov Mikhail Grigor’evich - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Department of Soil Mechanics and Geotechnics, 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 .
  • Simutin Aleksey Nikolaevich - Moscow State University of Civil Engineering (MGSU) Assistant Lecturer, Department of Soil Mechanics and Geotechnics, 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 .
  • Aleksandrov Andrey Viktorovich - JSC Development and Research Institute “Hydroproject” named after S.Ya. Zhuk deputy chief engineer, JSC Development and Research Institute “Hydroproject” named after S.Ya. Zhuk, 2 Volokolamskoe shosse, Moscow, 125993, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 32-40

Underground construction in dense urban areas requires solving many problems, the most important of which is to prevent excessive additional deformations of the bases, which surround the area of the construction of buildings and structures.In order to prevent deviant strains different methods are used in engineering practice. In the recent years our country began to use a very popular abroad method of compensation grouting, which is currently one of the most effective methods of protecting the land-based facilities from the influence of underground facilities. This method has another important advantage, which allows using it rather for stabilizing yield of buildings and structures continuing for various reasons (geological, technological, etc.), or for lifting them if the settlement has exceeded the standard value.The method involves injection of a slowly hardening compensation grouting solution of a definite viscosity, which has a mineral base (suspension), into the foundation soil of the structure, the settlement of which should be controlled or compensated.

DOI: 10.22227/1997-0935.2015.6.32-40

References
  1. Jean-Louis Valet. Kompensatsionnoe nagnetanie: tekhnologiya v real’nom vremeni [Сompensation Grouting: the Technology in Real Time]. Metro i tonneli [Underground and Tunnels]. 2002, no. 4, pp. 16—19. (In Russian)
  2. Kravchenko V.V. Issledovanie ukrepleniya gruntovogo massiva pri stroitel’stve tonneley zakrytym sposobom metodom kompensatsionnogo nagnetaniya [Study of Strengthening the Soil Mass in the Construction of Tunnels by Closed Method of Compensation Grouting]. Issledovaniya avtodorozhnykh i gorodskikh mostov i tonneley : sbornik nauchnykh trudov [Investigation of Motor Road and City Bridges and Tunnels : Collection of Scientific Works]. Moscow, MADI (GTU) Publ., 2009, pp. 20—28. (In Russian)
  3. Makovskiy L.V., Chebotarev S.V. Ogranichenie osadok poverkhnosti zemli putem kompensatsionnogo nagnetaniya pri stroitel’stve tonneley zakrytym sposobom [Limiting the Settlement of Earth Surface by Compensation Grouting during the Construction of Tunnels by Closed Method]. Transport: nauka, tekhnika, upravlenie [Transport: Science, Technology, Management]. 2000, no. 2, pp. 44—47. (In Russian)
  4. Makovskiy L.V., Kravchenko V.V. Primenenie kompensatsionnogo nagnetaniya pri stroitel’stve podzemnykh sooruzheniy v slozhnykh gradostroitel’nykh usloviyakh [The Use of Compensation Grouting in the Construction of Underground Structures in Complex Urban Conditions]. Transportnoe tonnelestroenie. Sovremennyy opyt i perspektivnye razrabotki : sbornik nauchnykh trudov [Transport Tunneling. Current Experience and Future Developments: Collection of Scientific Works]. Moscow, TsNIIS Publ., 2008, pp. 112—120. (In Russian)
  5. Makovskiy L.V., Kravchenko V.V. Opredelenie parametrov kompensatsionnogo nagnetaniya pri stroitel’stve tonneley v slozhnykh gradostroitel’nykh usloviyakh [Defining the Parameters of the Compensation Grouting for Tunnel Construction Projects in Complex Urban Conditions]. Proektirovanie avtomobil’nykh dorog : sbornik nauchnykh trudov [Automobile Road Design : Collection of Scientific Works]. Moscow, MADI (GTU) Publ., 2009, pp. 119—124. (In Russian)
  6. Merkin V.E., Vinogradov B.N., Makovskiy L.V. O normativnom obespechenii proektirovaniya gorodskikh avtotransportnykh tonneley. Tonneli XXI veka [On Regulatory Support of Urban Road Tunnels Design. Tunnels of the 21st Century]. Dorogi Rossii XXI veka [Roads of Russia of the 21st Century]. 2007, no. 2, pp. 14—19. (In Russian)
  7. Merkin V.E., Makovskiy L.V., Pankina S.F. K vyboru varianta ispolneniya avtodorozhnogo tonnelya v rayone Lefortovo [On the Choice of Design Variant of the Road Tunnel in Lefortovo]. Podzemnoe prostranstvo Mira [Underground Space of the World]. 1996, no. 4, pp. 11—14. (In Russian)
  8. Meyr R., Khayt D. Tekhnologiya kompensiruyushchego in”etsirovaniya rastvorov v grunt [Compensating Injection Technology of Solutions into the Ground]. Daydzhest zarubezhnoy informatsii [Digest of Foreign Information]. 1995, no. 2, pp. 43—52. (In Russian)
  9. Rashendorfer Yu., Zhukov V.N., Mayer K. Kompensatsionnoe nagnetanie kak sposob obespecheniya ustoychivosti zdaniy i sooruzheniy pri prokhodke tonneley: spetsial'nye sposoby rabot [Compensatory Injection as a Method Sustainability of Buildings and Structures in Tunneling: Special Working Methods]. Metro i tonneli [Underground and Tunnels]. 2008, no. 4, pp. 26—28. (In Russian)
  10. Smirnova G.O., Golubev V.G. Kompensatsionnoe nagnetanie pri prokhodke Lefortovskogo tonnelya pod Alekseevskim uchilishchem [Compensatory Injection When Driving Lefortovo Tunnel under Alekseevsky College]. Spetsial'nye sposoby rabot i materialy, ispol'zuemye pri sooruzhenii gorodskikh transportnykh tonneley : sbornik nauchnykh trudov [Special Methods of Work and Materials Used in the Construction of Transport Tunnels: Collection of Scientific Works]. Moscow, TsNIIS Publ., 2003, issue 218, pp. 120—130. (In Russian)
  11. Bezuijen A., F. van Tol. Compensation Grouting in Sand, Fractures and Compaction. Proceedings of the 14th European Conference on Soil Mechanics and Geotechnical Engineering. Rotterdam, 2007, pp. 1257—1262.
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EXPERIMENTAL FIELD investigations OF DEFORMABILITY of claystones and sandstones

Vestnik MGSU 6/2018 Volume 13
  • Ponomarev Andrey Budimirovicn - Perm National Research Polytechnic University (PNRPU) Doctor of Technical Sciences, Professor, Head of the Department of Construction Technology and Geotechnics, Perm National Research Polytechnic University (PNRPU), 29 Komsomolsky prospekt, Perm, 614990, Russian Federation.
  • Sychkina Evgeniya Nikolaevna - Perm National Research Polytechnic University (PNRPU) Candidate of Technical Sciences, Associate Professor, Department of the Construction Technology and Geotechnics, Perm National Research Polytechnic University (PNRPU), 29 Komsomolsky prospekt, Perm, 614990, Russian Federation.

Pages 756-767

Subject: the “load”-“deformation” dependence and phases of the stress-strain state of claystones and sandstones. Research objectives: perform stamp and pressuremeter tests, analyze results of field tests and create recommendations for the design and calculation of foundations on claystones and sandstones. Materials and methods: in this article the field methods of testing of claystones and sandstones are considered. Stamp and pressuremeter tests were performed, the “load - settlement” dependence was obtained and phases of the stress-state for claystone and sandstone were identified. The design strength of the soil for the drill pile buried in claystones and sandstones by more than 0.5 m was determined. Results of field tests are processed by mathematical statistics methods in accordance with GOST 20522-2012. The obtained results are analyzed and compared with the previous results of tests on foundations. Results: the scientific novelty of this work consists in revealing the regularities in the formation of the stress-strain state in claystones and sandstones under the action of the load in various directions. The deformation mode and development of phases of the stress-strain state in claystones and sandstones differ significantly from modern clays and sands. In 58 % of the stamp tests, the loss of the bearing capacity of the base, composed of claystones and sandstones, was observed only after reaching the load of 3.0 MPa. In 19 % of the stamp tests, the deformations sharply increased already at the load level of 0.6…2.2 MPa, which is characteristic of less stable varieties of claystones and sandstones. In 23 % of the experiments, the vertical deformations of sandstones and claystones had a linear character for the entire “load”-“settlement” graph and the phase of soil bearing capacity loss was not achieved. A similar picture was observed when performing pressuremeter tests: the phase of bearing capacity loss was not achieved for claystones at a maximum horizontal pressure of 0.85 MPa and for sandstones - at a maximum horizontal pressure of 1.0 MPa, and the deformations of the soil were predominantly linear, which is typical for compaction phase and phase of local shears. Conclusions: claystones and sandstones have high values of design strength and can be a reliable low-compressible base for buildings and constructions with loads from 0.2 to 0.3 MPa. Calculations can be made using the theory of a linearly deformed soil when designing the foundations of buildings and constructions on claystones and sandstones. However, it should be taken into account that this observation is valid for one-time loading, since claystones and sandstones have residual deformations associated with the destruction of cementation bonds between soil particles. It is rational to use in calculations of foundations on claystones and sandstones the values of the strength parameters of the soil obtained in laboratory or field tests with soaking, taking into account the possible deterioration of the properties of these soils.

DOI: 10.22227/1997-0935.2018.6.756-767

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