Building structures with nonlinear response to external dynamic loading

Vestnik MGSU 11/2016
  • Pustovgar Andrey Petrovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Professor, Vice Rector for Research, 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 .
  • Korolev Evgeniy Valer’evich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, Professor, Advisor of RAACS, Director, Research and Educational Center “Nanomaterials and Nanotechnologies”, Prorector, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 68-77

Construction compositions having nonlinear response to dynamic loading are compound compositions possessing disperse and liquid phases. They functionally comprise agents which give the composition the required properties depending on its aim and field of application. Under dynamic loadings such compositions are nonlinearly changed. Though such compositions are quite simple it is necessary to solve a number of tasks when developing their formula. The article considers scientific approaches to design of compound compositions aimed for operation under dynamic loadings. A composition model is proposed and analyzed. Basing on the analysis the formula parameters of the considered compositions are specified. The requirements to disperse and liquid phases are determined. The authors showed that the cancellation of the dependencies of quantity and strength on contacts from the diameter of disperse phase particles influences the strength of the considered compositions. It is noted that spot contact is formed when the layers of liquid phase which surround the contacting particles of the disperse phase merge. The features of the components are specified. The considered features should be preferred when choosing the disperse and liquid phases of compound compositions.

DOI: 10.22227/1997-0935.2016.11.68-77

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Interaction between anchors and surrounding soil with account for creep and structural shear strength

Vestnik MGSU 10/2014
  • 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 .
  • Avanesov Vadim Sergeevich - Moscow State University of Civil Engineering (MGSU) postgraduate student, Department of Soil Mechanics and Geotechnics, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; +7 (495) 287-49-14 (ext. 14-25); This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 75-86

Interaction between grouted prestressed anchor and surrounding soil body with account for creep and structural shear strength is investigated in this paper. The behavior of the system is described by the modified rheological Bingham-Shvedov equation. It is shown that fixation of initial tension or its periodical variation causes problem of anchor creep and stability, and fixation of initial displacement causes initial stress relaxation of the system “surrounding soil body - anchor - tendon”. The relaxation time significantly depends on elastic-viscoplastic properties of surrounding soil, diameter and length of anchor and tendon, and its elasticity. Account for viscoplastic properties of soil with the structural shear strength leads to residual stresses in the system. The solutions of these problems can be used for quantitative estimation for stress-strain state of the system. This estimation makes it possible to calculate long-term deformation and bearing capacity of anchors, stress relaxation and residual stresses. The problem of interaction between anchor and the surrounding soil is solved in this paper. It is shown that displacement of anchor and stresses in the soil depends on different parameters, such as soil properties, geometrical properties of the anchor, selection of design model and account for ultimate stiffness of the anchor. Also this solution is basic for problems of creep and stress relaxation in the system. The process of formation of the stress-strain state around the anchor could demonstrate decaying, constant or progressive velocity highly depending on rheological processes in the soil body that may at the same time be accompanied by hardening and softening processes.

DOI: 10.22227/1997-0935.2014.10.75-86

References
  1. Levachev S.N., Haletskiy V.S. Ankernye i yakornye ustroystva v gidrotekhnicheskom stroitel’stve [Tie and Anchor Devices in Hydraulic Engineering]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2011, no. 5, pp. 58—68. (in Russian)
  2. Sabatini P.J., Pass D.G., Bachus R.C. Ground Anchors and Anchored Systems. Geotechnical Engineering Circular. 1999, no. 4, 281 p.
  3. Barley A.D., Windsor C.R. Recent Advances in Ground Anchor and Ground Reinforcement Technology with Reference to the Development of the Art. GeoEng. 2000, vol. 1: Invited papers, pp. 1048—1095.
  4. Copstead R.L., Studier D.D. An Earth Anchor System: Installation and Design Guide. United States Department of Agriculture. 1990, 35 p.
  5. Chim-oye W., Marumdee N. Estimation of Uplift Pile Capacity in the Sand Layers. International Transaction Journal of Engineering, Management, & Applied Sciences & Technologies. 2013, vol. 4, no. 1, pp. 57—65.
  6. Yimsiri S., Soga K., Yoshizaki K., Dasari G.R., O’Rourke T.D. Lateral and Upward Soil-Pipeline Interactions in Sand for Deep Embedment Conditions. Journal of Geotechnical and Geoenvironmental Engineering. 2004, vol. 130, issue 8, pp. 830—842. DOI: http://dx.doi.org/10.1061/(ASCE)1090-0241(2004)130:8(830).
  7. Zhang B., Benmokrane B., Chennouf A., Mukhopadhyaya P., El-Safty P. Tensile Behavior of FRP Tendons for Prestressed Ground Anchors. Journal Of Composites For Construction. 2001, vol. 5, no. 2, pp. 85—93. DOI: http://dx.doi.org/10.1061/(ASCE)1090-0268(2001)5:2(85).
  8. Hoyt R.M., Clemence S.P. Uplift Capacity of Helical Anchors in Soil. 12th International Conference on Soil Mechanics and Foundation Engineering. 1989, 12 p.
  9. Hanna A., Sabry M. Trends in Pullout Behavior of Batter Piles in Sand. Proceeding of the 82 Annual Meeting of the Transportation Research Board. 2003, 13 p.
  10. Thorne C.P., Wang C.X., Carter J.P. Uplift Capacity of Rapidly Loaded Strip Anchors in Uniform Strength Clay. Geotechnique. 2004, vol. 54, no. 8, pp. 507—517.
  11. Young J. Uplift Capacity and Displacement of Helical Anchors in Cohesive Soil. A Thesis Submitted to Oregon State University, 2012. Available at: http://hdl.handle.net/1957/29487. Date of access: 25.06.2014.
  12. Briaud J.L., Powers W.F., Weatherby D.E. Dolzhny li in”ektsionnye gruntovye ankery imet’ nebol’shuyu dlinu zadelki i tyagi? [Should Grouted Anchors Have Short Tendon Bond and Rod Length?]. Geotekhnika [Geotechnics]. 2012, no. 5, pp. 34—55. (in Russian)
  13. Ter-Martirosyan Z.G., Ter-Martirosyan A.Z. Reologicheskie svoystva gruntov pri sdvige [Rheological Properties of Soils while Shearing]. OFMG [Bases, Foundations and Soil Mechanics]. 2012, no. 6, pp. 9—13. (in Russian)
  14. 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 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)
  15. Ter-Martirosyan Z.G. Mekhanika gruntov [Soil Mechanics]. Moscow, ASV Publ., 2009, 550 p. (in Russian)

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CREEP AND LONG-TERM BEARING CAPACITY OF LONG PILES SUBMERGED INTO THE CLAY SOIL MASSIF

Vestnik MGSU 1/2013
  • Ter-Martirosyan Zaven Grigor’evich - Moscow State University of Civil Engineering (MGSU) +7 (499) 261-59-88, 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 .
  • Sidorov Vitaliy Valentinovich - National Research Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Assistant Professor of the Department Soil Mechanics and Geotechnics, Researcher at the Research and Education Center «Geotechnics», National Research 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 Karen Zavenovich - Moscow State University of Civil Engineering (MGSU) postgraduate student, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.

Pages 109-115

Interaction between long piles and the adjacent soil has a spatial and temporal nature. This phenomenon is based on a set of non-linear and rheological properties of soils. Distribution of lateral forces between the surface and the pile toe is heavily dependent on the above properties. The process of formation of the stress-strain state around the pile can demonstrate decaying, constant or progressive velocity depending on the rheological processes in the soil that may be accompanied by hardening and softening processes at one and the same time. These processes may be caused by destruction and restoration of ties between clay soil particles, soil compaction and de-compaction. Predominance of the process of hardening leads to damping, while predominance of the process of softening causes progressive destruction. Description of this multi-component process depends on the rheological model of the soil. This research is based on the modified rheological model originally designed by Maxwell. The authors consider solutions to the problem of quantification of the stressstrain state of soil around the pile and their interaction. This research makes it possible to project motion patterns of long piles over the time and evaluate the limit of their long-term bearing capacity.

DOI: 10.22227/1997-0935.2013.1.109-115

References
  1. Vyalov S.S. Reologicheskie osnovy mekhaniki gruntov [Rheological Fundamentals of Soil Mechanics]. Moscow, Vyssh. shk. publ.,1978, 442 p.
  2. Meschyan S.R. Eksperimental’nye osnovy reologii glinistykh gruntov [Experimental Fundamentals of Rheology of Clay Soils]. Moscow, 2008, 805 p.
  3. Ter-Martirosyan Z.G. Mekhanika gruntov [Soil Mechanics]. Moscow, ASV Publ., 2009, 550 p.
  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.

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