The approximate method of maximal tensile stress determination in rods of double-contour geodeticdomes of the system “R” exposed to dead load

Vestnik MGSU 1/2014
  • Lakhov Andrey Yakovlevich - Nizhny Novgorod State University of Architecture and Civil Engineering (NNGASU) Candidate of Technical Sci- ences, Associate Professor, Department of Information Systems and Technologies, Nizhny Novgorod State University of Architecture and Civil Engineering (NNGASU), 65 Ilyins- kaya st., 603950, Nizhny Novgorod, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 58-65

The article is a brief review of the research of stress-strain state of a structure that represents a hemispherical geodetic dome exposed to the dead load. Double-contour geodetic domes composed of plates and rods are the subject of the research. The process of their design has two stages: (a) design of geometric models of geodetic domes and (b) analysis of the domes.The author demonstrates that the first stage can be implemented through the employment of the library of ArchiCAD objects. Supplementary research is needed to have the second stage implemented. The objective of this research is to present the results of the research using computeraided methods of metal structures modeling.The article presents a study of the stress-strain state of a construction with a geodetic dome (shell) of the system “R” (classification of prof. G.N. Pavlov). The purpose of the paper is to present the results of numerical modeling in PATRAN/NASTRAN system in the form of approximate formulas. Approximate formulas are presented for calculation of global maximum of stress in second contour.

DOI: 10.22227/1997-0935.2014.1.58-65

References
  1. Pavlov G.N. Osnovnye kontseptsii avtomatizatsii arkhitekturnogo proektirovaniya geodezicheskikh kupolov i obolochek [Main Concepts of Architectural Design Automation of Geodetic Domes and Shells]. Izvestiya vuzov. Seriya «Stroitel'stvo» [News of Institutions of Higher Education. Construction Series]. 2005, no. 10, pp. 104—108.
  2. Pavlov G.N., Suprun A.N. Geodezicheskie kupola — proektirovanie na sovremennom urovne [Geodetic Domes – Up-to-date Design]. SAPR i grafika [CAD Systems and Graphics]. 2006, no. 3, pp. 25—27.
  3. Tupolev M.S. Geometriya sbornykh sfericheskikh kupolov [Geometry of Build-up Spherical Domes]. Arkhitektura SSSR [Architecture of the USSR]. 1969, no. 1, pp. 9—11.
  4. Fuller R.B. Geodesic Dome. Perspecta. 1952, no. 1, pp. 30—33.
  5. Vinogradov G.G. Raschet stroitel'nykh prostranstvennykh konstruktsiy [Analysis of Building Space Structures]. Moscow, Stroyizdat, Leningradskoe otd. Publ., 1990, 264 p.
  6. Suprun A.N, Dyskin L.M., Platov A.Yu., Lakhov A.Ya. Avtomatizirovannoe proektirovanie i raschet na prochnost' odnokonturnykh geodezicheskikh obolochek iz ploskikh elementov [Automated Design and Strength Analysis of Singe-contour Geodetic Shells Composed of Flat Elements]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 8, pp. 226—233.
  7. Andres M., Harte R. Buckling of Concrete Shells: a Simplified Numerical Approach. Journal of the International Association for Shell and Spatial Structures: IASS. 2006, vol. 47, no. 3, December n. 152, pp. 163—175.
  8. Lakhov A.Ya. Priblizhennyy sposob opredeleniya maksimal'nykh napryazheniy v geodezicheskikh odnokonturnykh kupolakh sistemy “P” ot vozdeystviya sobstvennogo vesa [The Approximate Method of Maximal Stress Determination in Single-contour Geodetic Domes of the System “P” Exposed to Dead Load]. Privolzhskiy nauchnyy zhurnal [Volga Region Scientific Journal]. 2013, no. 3, pp. 13—18.
  9. Skopinsky V.N. A Comparative Study of Three-dimensional and Two-dimensional Finite Element Analysis for Intersecting Shells. The Journal of Strain Analysis for Engineering Design. 2001, vol. 36. no. 3, pp. 313—322.
  10. Girling P.R. Geodesic Shells. Thesis of the Requirements for the Degree of M.A.Sc., the Department of Civil Engineering, University of British Columbia. 1957.
  11. Kubik M. Structural Analysis of Geodesic Domes. Final Year Project, Durham University, School of Engineering, April 29, 2009.
  12. Elkina V.N., Zagoruyko N.G., Timerkaev V.S. Algoritmy taksonomii v informatike [Algorithms of Taxonomy in Computer Science]. Informatika i ee problemy [Computer Science and its Problems]. 1972, no. 4, pp. 31—37.

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Computer modeling for investigating the stress-strainstate of beams with hybrid reinforcement

Vestnik MGSU 1/2014
  • Rakhmonov Ahmadzhon Dzhamoliddinovich - Volga State University of Technology (PGTU) postgraduate student, Department of Building Structures and Footings, Volga State University of Technology (PGTU), 3 Lenin sq., Yoshkar-Ola, 424000, Republic of Mari El, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Solovʹov Nikolai Pavlovich - Volga State University of Technology (PGTU) Candidate of Technical Sciences, Senior Lecturer, De- partment of Building Structures and Footings, Volga State University of Technology (PGTU), 3 Lenin sq., Yoshkar-Ola, 424000, Republic of Mari El, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Pozdeev Viktor Mikhailovich - Volga State University of Technology (PGTU) Candidate of Technical Sciences, Chair, Department of Building Structures and Footings, Volga State University of Technology (PGTU), 3 Lenin sq., Yoshkar-Ola, 424000, Republic of Mari El, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 187-195

In this article the operation of a continuous double-span beam with hybrid reinforcement, steel and composite reinforcement under the action of concentrated forces is considered. The nature of stress-strain state of structures is investigated with the help of computer modeling using a three-dimensional model. Five models of beams with different characteristics were studied. According to the results of numerical studies the data on the distribution of stresses and displacements in continuous beams was provided. The dependence of the stress-strain state on increasing the percentage of the top re- inforcement (composite) of fittings and change in the concrete class is determined and presented in the article. Currently, the interest in the use of composite reinforcement as a working reinforcement of concrete structures in Russia has increased significantly, which is reflected in the increase of the number of scientific and practical publications devoted to the study of the properties and use of composite materials in construction, as well as emerging draft documents for design of such structures. One of the proposals for basalt reinforcement application is to use it in bending elements with combined reinforcement. For theoretical justification of the proposed nature of reinforcement and improvement of the calculation method the authors conduct a study of stress-strain state of continuous beams with the use of modern computing systems. The software program LIRA is most often used compared to other programs representing strain-stress state analysis of concrete structures.

DOI: 10.22227/1997-0935.2014.1.187-195

References
  1. Stepanova V.F., Stepanov F.Yu. Nemetallicheskaya kompozitnaya armatura dlya betonnykh konstruktsiy [Non-metallic Composite Reinforcement for Concrete Structures]. Promyshlennoe i grazhdanskoe stroitel'stvo [Industrial and Civil Engineering]. 2013, no. 1, pp. 45—47.
  2. Zyuzin R.S. Konstruktivnye osobennosti armirovaniya betonnykh konstruktsiy korrozionnostoykoy nemetallicheskoy kompozitnoy armatury [Design Features of Concrete Structures Reinforcement Using Corrosion Resistant Nonmetallic Composite Reinforcement]. Beton i zhelezobeton [Concrete and Reinforced Concrete]. 2009, no. 5, pp. 9—11.
  3. Kiba I. Vtoroe rozhdenie kompozitnoy armatury [The Second Birth of Composite Reinforcement]. Stroitel'nye materialy, oborudovanie, tekhnologii XXI veka [Building Materials, Equipment, Technologies of the 21st Century]. 2013, no. 8 (175), pp. 28—29.
  4. Madatiyan S.A. Perspektivy razvitiya stal'noy i nemetallicheskoy armatury zhelezobetonnykh konstruktsiy [Prospects of the Development of Steel and Non-metallic Reinforcing of Concrete Structures]. Promyshlennoe i grazhdanskoe stroitel'stvo [Industrial and Civil Engineering]. 2002, no. 9, pp. 16—19.
  5. Rakhmonov A.D., Solov'ev N.P. Predlozheniya po primeneniyu kompozitnoy armatury v karkasakh zdaniy [Proposals on Composite Reinforcement Application in the Framework of Buildings]. Vestnik SiBADI [Proceedings of Siberian State Automobile and Highway Academy]. 2013, no. 5, pp. 69—74.
  6. Rakhmonov A.D., Solov'ev N.P. Patent RF 134965, MPK E04S 3/20 U1. Balka monolitnogo zhelezobetonnogo mezhduetazhnogo perekrytiya. Zayavitel' i patentoobladatel' Povolzhskiy gosudarstvennyy tekhnologicheskiy universitett. Zayav. 03.06.2013, opubl. 27.11.2013, Byul. ¹ 1 [RF Patent 134965, IPC E04S 3/20 U1. Monolithic Reinforced Concrete Beam of Floor Structure. Applicant and patentee Volga State University of Technology. Appl. 03.06.2013, published 27.11.2013, Bulletin no. 1]. 2 p.
  7. Zaikin V.G., Valuyskikh V.P. Regulirovanie usiliy v nerazreznykh konstruktsiyakh v sostave kompleksnogo rascheta PK LIRA [Regulation of Strains in Continuous Structures as Part of Complex Calculation Using Software LIRA]. Beton i zhelezobeton [Concrete and Reinforced Concrete]. 2011, no. 6, no. 13—15.
  8. Zaikin V.G. Primenenie metoda avtomatizirovannogo pereraspredeleniya usiliy komp'yuternogo rascheta dlya monolitnykh plit perekrytiy bezrigel'nogo karkasa [Application of the Method of Computer Aided Redistribution of Computer Calculation Efforts for Monolithic Floor Slabs of the Frame without Collar Beams]. Beton i zhelezobeton [Concrete and Reinforced Concrete]. 2013, no. 3, pp. 25—28.
  9. Rakhmonov A.D., Solov'ev N.P. Vliyanie kombinirovannogo armirovaniya na napryazhenno-deformirovannoe sostoyanie izgibaemykh zhelezobetonnykh elementov [Combined Influence of Reinforcement on Stress-strain State of Bending Reinforced Concrete Elements]. Trudy Povolzhskogo gosudarstvennogo tekhnologicheskogo universiteta: Ezhegodnaya nauchno-tekhnicheskaya konferentsiya professorskogo sostava, doktorantov, aspirantov i sotrudnikov PGTU [Works of the Volga State Technological University: Annual Scientific and Technical Conference of PGTU Professors, Doctoral Students, Postgraduate Students and Staff]. Yoshkar-Ola, 2013, pp. 271—276.
  10. Jankowaik I., Madaj A. Numerical Modelling of the Composite Concrete — Steel Beam Inter—layer Bond. 8th Conference of Composite Structures. Zielona Gora, 2008. pp. 131—148.
  11. Floros D., Ingason O.A. Modeling and Simulation of Reinforced Concrete Beams. Chalmers University of Technology, Sweden, 2013, 78 p.
  12. Belakhdar K. Nonlinear Finite Element Analysis of Reinforced Concrete Slab Strengthened With Shear Bolts. Jordan Journal of Civil Engineering. 2008, vol. 2, no 1, pp. 32—44.

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SIMULATION OF THE stress-strain state of excavation BOUNDARIES in fractured massifs

Vestnik MGSU 4/2012
  • Nizomov Dzhahongir Nizomovich - Academy of Sciences of the Republic of Tajikistan Institute of Geology, Antiseismic Construction and Seismology, 8 (992) 919-35-57-34, Academy of Sciences of the Republic of Tajikistan, ushanbe, Republic of Tajikistan; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Hodzhiboev Abduaziz Abdusattorovich - Tajik Technical University named after academic M.S. Osimi 8 (992) 918-89-35-14, Tajik Technical University named after academic M.S. Osimi, 10 Akademikov Radzhabovyh St., 734042, Dushanbe, Republic of Tajikistan; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Hodzhiboev Orifdzhon Abduazizovich - Academy of Sciences of the Republic of Tajikistan Institute of Geology, Antiseismic Construction and Seismology 8 (992) 918-72-08-44, Academy of Sciences of the Republic of Tajikistan, Dushanbe, Republic of Tajikistan; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 108 - 115

The authors have applied the method of boundary equations to resolve the problem of numerical calculation of the stress-strain state of arbitrary boundaries of excavation works in fractures massifs, if subjected to various impacts.
Benchmarking of the results have proven that the proposed model based on the method of boundary integral equations may be used to identify the concentrated stresses that the loose excavation boundaries in fractured massifs are exposed to.
The authors have developed an algorithm and a calculation pattern through the application of the method of boundary integral equations to calculate the values of stresses concentrated around arbitrary shape openings under impacts of various origins.
Any limiting process, namely, if or and any results are in line with the isotropic medium.
The proposed algorithm and calculation pattern may be used to research the concentrated stresses alongside the boundaries of hydrotechnical engineering facilities.

DOI: 10.22227/1997-0935.2012.4.108 - 115

References
  1. Lehnickiy S.G. Anizotropnye plastinki [Anisotropic Plates]. Moscow – Leningrad, Gosudarstvennoe izdatel'stvo tekhniko-teoreticheskoy literatury [State Publishing House of Theoretical Technical Literature]. 1947, 355 p.
  2. Lehnickiy S.G. Teoriya uprugosti anizotropnogo tela [Theory of Elasticity of Anisotropic Bodies]. Moscow – Leningrad, Gosudarstvennoe izdatel'stvo tekhniko-teoreticheskoy literatury [State Publishing House of Theoretical Technical Literature]. 1950, 299 p.
  3. Ruppeneyt K.V. Deformiruemost' massivov treschinovatykh gornykh porod [Deformability of Fractured Rock Massifs]. Moscow, Nedra Publ., 1975, 223 p.
  4. Roza S.A., Zelenskiy B.D. Issledovanie mehanicheskikh svoystv skal'nykh osnovaniy gidrotehnicheskikh sooruzheniy [Research of Mechanical Properties of Bedrock Foundations of Hydrotechnical Engineering Facilities]. Moscow, Jenergiya Publ., 1967. 392 p.
  5. Baklashov I.V. Deformirovanie i razrushenie porodnykh massivov [Deformation and Collapse of Rock Masses]. Moscow, Nedra Publ., 1988, 271 p.
  6. Baklashov I.V., Kartoziya B.A. Mehanicheskie processy v porodnykh massivakh [Mechanical Processes in Rock Masses]. Moscow, Nedra Publ., 1986, 272 p.
  7. Baklashov I.V., Kartoziya B.A. Mekhanika gornykh porod [Rock Mechanics]. Moscow, Nedra Publ., 1975, 271 p.
  8. Zelenskiy B.D. O metode ucheta vliyaniya treschinovatosti na deformacionnye svoystva skal'nykh massivov [About the Method of Analysis of the Impact of Fractures onto Deformation Properties of the Rock Massif]. Works of Leningrad Institute of Engineering and Economics. 1967, Issue No. 68, pp. 62—70.
  9. Zelenskiy B.D. Osnovnye napravleniya issledovaniy informaciy skal'nykh porod kak osnovaniy betonnykh plotin [Principal Lines of Information Research of Rock Massifs as Bedrocks of Concrete Dams]. Problemy inzhenernoy geologii v stroitel'stve [Problems of Engineering Geology in Construction]. Moscow, Gostrojizdat Publ., 1961, pp. 143—156.
  10. Krauch S., Starfild A. Metody granichnykh elementov v mekhanike tverdogo tela [Method of Finite Elements in Mechanics of Rigid Body]. Moscow, Mir Publ., 1987, 328 p.
  11. Kuznecov Ju.I., Pozinenko B.V., Pylaeva T.A. Ob anizotropii uprugikh svoystv treschinovatykh gornykh porod [About the Anisotropy of Elastic Properties of Fractured Rocks]. Academic Papers of Leningrad State University, Series of Physical and Geological Sciences. 1966, Issue no. 16, № 329, pp. 94—106.
  12. Pancini M. Result of the First Series of Tests Performed on a Model Reproducing the Actual Structure of the Abutment Rock of the Vaiont Dam. Geologie und Bauwesen Publ., H. 3, 4, 1962, pp. 105—119.
  13. Tokano M. Rupture Studies on Arch Dam Foundation by Means of Models. Geologie und Bauwesen Publ., H. 3, 4, 1961, pp. 99—121.
  14. Walsh J.B. The Effect of Cracks on the Uniaxial Elastic Compression of Rocks. Journal of Geophysical Research. Issue no. 70, №. 2, 1965, pp. 399—411.
  15. Nizomov Dzh.N. Metod granichnykh uravneniy v reshenii staticheskikh i dinamicheskikh zadach stroitel'noy mekhaniki [Method of Boundary Equations Used to Solve Static and Dynamic Problems of Structural Mechanics]. Moscow, ASV Publ., 2000, 283 p.
  16. Myuller L. Inzhenernaya geologiya. Mekhanika skal'nykh massivov [Engineering Geology. Mechanics of Rock Massifs]. Moscow, Mir Publ., 1971, 255 p.

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THE STRESS STATE OF THE RADIALLY INHOMOGENEOUS HEMISPHERICAL SHELL UNDER LOCALLY DISTRIBUTED VERTICAL LOAD

Vestnik MGSU 12/2017 Volume 12
  • Andreev Vladimir Igorevich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, Professor, Head of the Resistance of Materials Department, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.
  • Kapliy Daniil Aleksandrovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Postgraduate student, Resistance of Materials Department, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.

Pages 1326-1332

Subject: one of the promising trends in the development of structural mechanics is the development of methods for solving problems in the theory of elasticity for bodies with continuous inhomogeneity of any deformation characteristics: these methods make it possible to use the strength of the material most fully. In this paper, we consider the two-dimensional problem for the case when a vertical, locally distributed load acts on the hemisphere and the inhomogeneity is caused by the influence of the temperature field. Research objectives: derive governing system of equations in spherical coordinates for determination of the stress state of the radially inhomogeneous hemispherical shell under locally distributed vertical load. Materials and methods: as a mechanical model, we chose a thick-walled reinforced concrete shell (hemisphere) with inner and outer radii a and b, respectively, b > a. The shell’s parameters are a = 3.3 m, b = 4.5 m, Poisson’s ratio ν = 0.16; the load parameters are f = 10MPa - vertical localized load distributed over the outer face, θ0 = 30°, temperature on the internal surface of the shell Ta = 500 °C, temperature on the external surface of the shell Tb = 0 °C. The resulting boundary-value problem (a system of differential equations with variable coefficients) is solved using the Maple software package. Results: maximal compressive stresses σr with allowance for material inhomogeneity are reduced by 10 % compared with the case when the inhomogeneity is ignored. But it is not so important compared with a 3-fold decrease in the tensile stress σθ on the inner surface and a 2-fold reduction in the tensile stress σθ on the outer surface of the hemisphere as concretes generally have a tensile strength substantially smaller than the compressive strength. Conclusions: the method presented in this article makes it possible to reduce the deformation characteristics of the material, i.e. it leads to a reduction in stresses, which allows us to reduce the thickness of the reinforced concrete shell, and also more rationally distribute the reinforcement across the cross-section, increase the maximum values of the mechanical loads.

DOI: 10.22227/1997-0935.2017.12. 1326-1332

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Stress-strain state of the seam with zigzag geosynthetic diaphragm

Vestnik MGSU 9/2018 Volume 13
  • Sainov Mikhail P. - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, associate professor of the Department of hydraulic and hydraulic construction, 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 .
  • Zverev Andrey O. - Moscow State University of Civil Engineering (National Research University) (MGSU) postgraduate, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.
  • Sklyadnev Mikhail K. - Moscow State University of Civil Engineering (National Research University) (MGSU) student, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.

Pages 1080-1089

Subject: despite the accumulated experience in the construction of ground dams with anti-filtration elements from geosynthetic products, the response of geosynthetic products in the structure of ground dams have been little studied. It was not determined whether positive stretch values can arise in the polymeric anti-filtration elements and whether they can threaten integrity of anti-filtration elements. For this, studies of the stress-strain state are required. The recent results of investigations of the physico-mechanical properties of contacts of polymeric geomembranes with soils allow us to study the behavior of geosynthetic products in the structure of soil dams. One of the possible designs - a high ground seam with a zigzag geosynthetic diaphragm - has been studied here. Materials and methods: investigations of the stress-strain state of the seam were carried out using numerical simulation. Calculations were carried out for a wide range of physico-mechanical properties of the geomembrane and the contact of geomembrane with the soil. The modulus of linear deformation of the polymer material, the angle of internal friction, and the tangent stiffness of the contact were varied. Results: the results of studies of the analyzed seam designs have shown that, in the main, the stresses in the geomembrane are determined by the modulus of linear deformation of the polymer material. The higher the stiffness of geomembranes, the higher are the tensile stresses in them. The shear characteristics of the geomembrane-soil contact are also important. The lower the shear strength of the contact, the higher are the tensile stresses in the geomembrane. Conclusions: the most vulnerable point of the zigzag diaphragm is its upper anchors, because it is in them that the greatest tensile stresses occur. It is recommended to turn them to the bottom side. In the diaphragm of the considered structure, it is impossible to use a geomembrane made of polyethylene; it is necessary to use a geomembrane made of PVC.

DOI: 10.22227/1997-0935.2018.9.1080-1089

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Concrete-faced rockfill dams: experience in study of stress-strain state

Vestnik MGSU 2/2019 Volume 14
  • Soroka Vladislav B. - SpetsNovostroy engineer, SpetsNovostroy, 20 Communal quarter, Krasnogorsk, 143405, Russian Federation.
  • Sainov Mikhail P. - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Associate Professor, Associate Professor of Department of Hydraulics and Hydraulic Engineering, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.
  • Korolev Denis V. - Moscow State University of Civil Engineering (National Research University) student, Moscow State University of Civil Engineering (National Research University), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.

Pages 207-224

Introduction. At present the urgent problem in hydraulic construction is establishing the causes of crack formation in seepage-control reinforced concrete faces at a number of rockfill dams. For solving this problem the studies are conducted of stress-strain state (SSS) of concrete-faced rockfill dams which are fulfilled by different methods. Materials and methods. Gives a review and analysis of the results of studies of stress-strain state of concrete-faced rockfill dams (CFRD) fulfilled by different authors over the last 15 years. The results of analytical, experimental and numerical studies are considered. Descriptions are given of the models used for simulation of non-linear character of rockfill deformation at numerical modeling of dam SSS. Results. Analysis showed that solving the problem of CFRD SSS causes a number of methodological difficulties. At present the only method permitting study of CFRD SSS is numerical modeling. The rest methods do not permit considering the impact of important factors on SSS. Large complications are caused by scarce knowledge of rockfill deformation properties in real dams. Conclusions. It was revealed that at present SSS of reinforced concrete faces has been studied insufficiently. The results of conducted studies do not give full and adequate understanding about operation conditions of reinforced concrete faces. Impact of various factors on the face SSS has not been studied. Besides, there are contradictions in the results of studies obtained by different authors. Differences in the results are based on objective and subjective reasons. A considerable obstruction for numerical studies is complicated modeling of rigid thin-walled reinforced concrete face behavior at large deformations inherent to rockfill. The obtained results of studies often do not permit conducting full analysis of SSS of concrete-faced rockfill dams.

DOI: 10.22227/1997-0935.2019.2.207-224

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Simulation of fatigue damagesin secondary truss of crane

Vestnik MGSU 2/2014
  • Eremin Konstantin Ivanovich - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Department of Testing of Structures, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe Shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Shul’ga Stepan Nikolaevich - Moscow State University of Civil Engineering (MGSU) postgraduate student, Department of Testing of Structures, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe Shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 30-38

Basing on the damaging statistics obtained during the on-site inspections of industrial multi-span building structures with under-crane secondary trusses which have continuous lower plinth, we simulated the scenario of the most likely damage development of under-crane secondary trusses.The first scenario is the development of cracks along the total cross section of plinth. In the process of calculations we defined a real deformation scheme of plinth of under-crane secondary trusses with damage and its stress condition.The second scenario is the destruction of a support or support mounting unit to the lower plinth of under-crane secondary trusses. The destruction of this kind can occur as a result of a crack in a support or as a result of destruction of high-strength fasteners of a support to plinth. We discovered that a system with such damage is geometrically unchanged; there is no possibility of sudden destruction of both the under-crane secondary trusses and the entire building frame.The third scenario is the upper plinth separation from one of the walls of lower plinth of under-crane secondary trusses.The scenario is developed to define the viability of under-crane secondary trusses as a result of cracks in the area of wall junction with the upper shelf of lower plinth, their further development and the appearance of discrete cracks developing into a backbone along the entire span length of under-crane secondary trusses.Based on the calculations of the stress strain state of under-crane secondary trusses with damages in the emergency nature in a separate span of the lower plinth and a truss member, we estimated the viability of structure. The analysis of viability limits makes it possible to find the measures of collapse preventing and avoid possible victims.

DOI: 10.22227/1997-0935.2014.2.30-38

References
  1. Eremin K.I., Shul’ga S.N. Napryazhenno-deformirovannoe sostoyanie uzlov podkranovo-podstropil’nykh ferm [The Stress-strain State of the Knots of Crane Farms]. Promyshlennoe i grazhdanskoe stroitel’stvo [Industrial and Civil Engineering]. 2012, no. 6, pp. 40—43.
  2. Eremin K.I., Shul’ga S.N. Zakonomernost' povrezhdeniy podkranovo-podstropil'nykh ferm na stadii ekspluatatsii [Regularity of the Damages of Crane Secondary Trusses During their Exploitation]. Promyshlennoe I grazhdanskoe stroitel’stvo [Industrial and Civil Engineering]. 2013, no. 4, pp. 27—29.
  3. Pinto J.M.A., Pujol J.C.F., Cimini C.A. Probabilistic Cumulative Damage Model to Estimate Fatigue Life. Fatigue & Fracture of Engineering Materials & Structures. 2013, vol. 37, no. 1, pp. 85—94. DOI: 10.1111/ffe.12087.
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  7. Kawasaki T., Nakanishe S., Sawaki I. Tangue Crack Growth. Engineering Fracture Mechanics. 1975, no. 3, pp. 12—18.
  8. Smith I.F.C., Smith R.A. Defects and Crack Shape Development in Fillet Welded Joints. Fatigue of Engineering Materials and Structures. 1982, vol. 5, no. 2, pp. 151—165. DOI: 10.1111/j.1460-2695.1982.tb01231.x.
  9. Robin C., Louah M., Pluvinage G. Influence of an Overload on the Fatigue Crack Growth in Steels. Fatigue and Fracture of Engineering Materials and Structures. 1983, vol. 6, no. 1, ðð. 1—13. DOI: 10.1111/j.1460-2695.1983.tb01135.x.
  10. Shuter D.M., Geary W. Some Aspects of Fatigue Crack Growth Retardation Behaviour Following Tensile Overloads in a Structural Steel. Fatigue and Fracture of Engineering Materials and Structures. 1996, vol.19, no. 2—3, pp.185—199. DOI: 10.1111/j.1460-2695.1996.tb00958.x.

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The results of masonry and reinforced masonry research

Vestnik MGSU 3/2014
  • Sokolov Boris Sergeevich - Kazan State University of Architecture and Engineering (KazGASU) Doctor of Technical Sciences, Professor, corresponding member of the Russian academy of architecture and building sciences, head, Department of Reinforced Concrete and Masonry Structures, Kazan State University of Architecture and Engineering (KazGASU), 1 Zelyonaya St., Kazan, 420043, Republic of Tatarstan; (843) 238-25-93; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Antakov Aleksey Borisovich - Kazan State University of Architecture and Engineering (KazGASU) Candidate of Technical Science, Associate Professor, Department of Reinforced Concrete and Masonry Structures, Kazan State University of Architecture and Engineering (KazGASU), 1 Zelyonaya St., Kazan, 420043, Republic of Tatarstan; (843)273-03-22; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 99-106

In the article the survey results of durability and crack resistance investigation of masonry are presented. The aim of the investigations is improving calculation methods of masonry and reinforced masonry. The relevancy of the problem is determined by the necessity of new efficient materials implementation. In accordance with scientific search methodology complex investigations were carried out, which includes gathering, analyzing and revising the existing data on the topic together with determining essential factors and their value rate. Within the framework of the investigations the features of masonry have been studied. The developed calculation method on the basis of the theory of resistance of anisotropic materials at the compression, which reflects the stress-strain state features and nature of destruction, allows to carry out an assessment of durability and crack resistance of the compressed members and structures made of masonry. The research results can be used at revising or updating the existing normative documents.

DOI: 10.22227/1997-0935.2014.3.99-106

References
  1. Sokolov B.S. Teoriya silovogo soprotivleniya anizotropnykh materialov szhatiyu i ee prakticheskoe primenenie: monografi ya [Theory of Strength Resistance to Compression of Anisotropic Materials and its Practical Application. Monograph]. Moscow, ASV Publ., 2011, 160 p.
  2. Sokolov B.S., Antakov A.B. Issledovaniya szhatykh elementov kamennykh i armokamennykh konstruktsiy [Study of Compressed Elements of Masonry and Reinforced Masonry Structures]. Moscov, ASV Publ., 2010, 104 p.
  3. Onishchik L.I. Kamennye konstruktsii [Masonry Structures]. Moscow, Gosudarstvennoye Izdatel'stvo stroitel'noy literatury Publ., 1939, 208 p.
  4. SP 15.13330.2012. Kamennye i armokamennye konstruktsii. Normy proektirovaniya [Regularities 15.13330.2012. Masonry and Reinforced Masonry Structures. Design Norms]. Minregion Rossii Publ.. Moscow, 2012, 78 p.
  5. Sokolov B.S., Antakov A.B., Fabrichnaya K.A. Kompleksnye issledovaniya prochnosti pustotelo-porizovannykh keramicheskikh kamney i kladok pri szhatii [Complex Investigations of Hollow Porous Ceramic Masonry under Compression]. Vestnik grazhdanskikh inzhenerov [Proceedings of Civil Engineers]. 2012, no. 5(34), pp. 65—71.
  6. Eurocode 6. Design of Masonry Struktures. Part. 1-1: General Rules for Buildings. Rules for Reinforced and Unreinforced Masonry. Brussels, 1994, 200 p.
  7. Zuccyini A., Louren?o P.B. Mechanics of Masonry in Compression. Result from a Homogenization Approach. Computers and Structures. 2007, vol. 85, no, 3—4, pp. 193—204. DOI: 10.1016/j.compstruc.2006.08.054.
  8. Dykhovichnyy Yu.A., Kolchunov V.I., editors. Zhilye i obshchestvennye zdaniya: kratkiy spravochnik inzhenera-konstruktora [Residential and Public Buildings: Quick Reference of Design Engineer]. Moscow, 2011, ASV Publ., vol. 1, 360 p.

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Methods of calculating the bearing capacity of eccentrically compressed concrete elements and suggestions for its improvement

Vestnik MGSU 3/2014
  • Starishko Ivan Nikolaevich - Vologda State University (VoGTU) Candidate of Technical Sciences, Associate Professor, Department of Motor Roads, Vologda State University (VoGTU), 15 Lenina str., Vologda, 160000, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 107-116

The proposed calculation method is specific in terms of determining the carrying capacity of eccentrically compressed concrete elements, in contrast to the calculation by error method, as in the existing regulations, where in the result of the calculation is not known what is the limit load the eccentric compression element can withstand. The proposed calculation method, the publication of which is expected in the next issue of the "Vestnik MGSU" the above mentioned shortcomings of the existing calculation methods, as well as the shortcomings listed in this article are eliminated, which results in the higher convergence of theoretical and experimental results of eccentrically compressed concrete elements strength and hence a high reliability of their operation.

DOI: 10.22227/1997-0935.2014.3.107-116

References
  1. SNiP 2.03.01—84*. Betonnye i zhelezobetonnye konstruktsii [Construction Norms and Regulations 2.03.01—84*. Concrete and Reinforced Concrete Structures]. Moscow, 2002, 76 p.
  2. SP 52-101—2003. Betonnye i zhelezobetonnye konstruktsii bez predvaritel'nogo napryazheniya armatury [Regulations 52-101—2003. Concrete and Reinforced Concrete Structures without Prestress of the Reinforcement]. Moscow, 2004, 53 p.
  3. Posobie po proektirovaniyu betonnykh i zhelezobetonnykh konstruktsiy iz tyazhelykh i legkikh betonov bez predvaritel'nogo napryazheniya armatury (k SNiP 2.03.01—84) [Guidebook on Concrete and Reinforced Concrete Structures Design Made of Heavy and Light Concretes without Prestress of the Reinforcement (to Construction Norms and Regulations 2.03.01—84)]. TsNIIPromzdaniy, NIIZhB Publ. Moscow, Stroyizdat Publ., 1986, 192 p.
  4. Posobie po proektirovaniyu betonnykh i zhelezobetonnykh konstruktsiy iz tyazhelogo betona bez predvaritel'nogo napryazheniya armatury (k SP 52-101—2003) [Guidebook on Concrete and Reinforced Concrete Structures Design Made of Heavy Concrete without Prestress of the Reinforcement (to Regulations 52-101—2003]. Moscow, TsNIIPromzdaniy Publ., 2005, 214 p.
  5. Baykov V.N., Sigalov E.E. Zhelezobetonnye konstruktsii. Obshchiy kurs [Reinforced Concrete Structures. Guidelines]. 6th edition. Moscow, BASTET Publ., 2009, 766 p.
  6. Bondarenko V.M., Bakirov R.O., Nazarenko V.G., Rimshin V.I. Zhelezobetonnye i kamennye konstruktsii [Reinforced Concrete and Masonry Structures]. 5th edition. Moscow, Vysshaya shkola Publ., 2008, 886 p.
  7. Tal' K.E., Chistyakov E.A. Issledovanie nesushchey sposobnosti gibkikh zhelezobetonnykh kolonn, rabotayushchikh po pervomu sluchayu vnetsentrennogo szhatiya [Research of the Bearing Capacity of Bending Reinforced Concrete Columns, Working on the First Case of Eccentric Compression]. Raschet zhelezobetonnykh konstruktsiy: trudy NIIZhB [Reinforced Concrete Structures Calculation: Works of the Scientific and Research Institute of Concrete and Reinforced Concrete]. Moscow, Gosstroyizdat Publ., 1963, no. 23, pp. 127—196.
  8. Chistyakov E.A. Osnovy teorii, metody rascheta i eksperimental'nye issledovaniya nesushchey sposobnosti szhatykh zhelezobetonnykh elementov pri staticheskom nagruzhenii: dissertatsiya doktorara tekhnicheskikh nauk [Fundamentals of the Theory, Calculation Methods and Experimental Research of the Bearing Capacity of the Compressed Reinforced Concrete Elements in Case of Static Loading. Dissertation of the Doctor of Technical Sciences]. Moscow, 1988, pp. 73—155.
  9. Baykov V.N., Gorbatov S.V. Nekotorye predposylki k raschetu zhelezobetonnykh elementov pri deystvii vnetsentrennogo szhatiya i poperechnogo izgiba v ortogonal'nykh ploskostyakh [Some Prerequisites to the Reinforced Concrete Elements Calculation under the Action of Eccentric Compression and Lateral Bending in Orthogonal Planes]. Zhelezobetonnye konstruktsii promyshlennogo i grazhdanskogo stroitel'stva: sbornik trudov Moskovskogo inzhenerno-stroitel'nogo instituta im. V.V. Kuybysheva [Reinforced Concrete Structures of Industrial and Civil Engineering: Collection of the Works of Moscow Engineering and Construction Institute named after V.V. Kuybyshev]. Moscow, 1981, no. 185, pp. 95—99.
  10. Rudakov V.N. Povyshenie nadezhnosti elementov konstruktsiy pri osevom i radial'nom szhatii [Raising the Reliability of the Structure's Elements in Case of Axial Compression and Radial Compression]. Ekspluatatsiya i remont zdaniy i sooruzheniy gorodskogo khozyaystva: sbornik nauchykh trudov [Operation and Repairs of the Buildings of the Municipal Services]. Kiev, ICDO Publ., 1994, pp. 157—165.
  11. Veretennikov V.I., Bulavitskiy M.S. Utochnenie kriteriya massivnosti sterzhnevykh elementov iz tyazhelogo betona s uchetom izmeneniya ikh masshtabnogo faktora k nachalu ekspluatatsii zdaniy i sooruzheniy [Refi nement of the Solidness Criteria of the Axial Elements Made of Heavy Concrete with Account for their Size Factor Change before the Beginning of the Buildings and Structures Operation]. Beton i zhelezobeton [Concrete and Reinforced Concrete]. 2013, no. 1, pp. 27—30.
  12. Bulavytskyi M., Veretennykov V., Dolmatov A. Technological Factors, Arising under Vertical Members of the Skeleton-type In-situ Buildings Production and Infl uence of Some Onto Strength and Deformation Characteristics of Concrete. Beton — zhizneutverzhdayushchiy vybor stroitel'stva: sbornik dokladov 7-go Mezhdunarodnogo Kongressa [Concrete — Reassuring Choice of Construction: Collection of the Reports of the 7th International Congress]. Dundee, Scotland, 8-10 July 2008, p. 10.
  13. Veretennikov V.I., Bulavits'kiy M.S. Doslidzhennya neodnoridnosti betonu po ob’ºmu vertikal'nikh monolitnikh elementiv [Research of Concrete Inhomogeniety in Size of the Vertical Monolithic Elements]. Resursoekonomni materiali, konstruktsi¿, budivli ta sporudi: zbirnik naukovikh prats' [Resource Saving Materials, Constructions, Buildings and Structures: Collection of Scientific Works]. Rovno, 2008, no. 18 part 1. Nats. univ. vodnogo gospodarstva ta prirodokoristuvannya Publ., p. 142—147.
  14. Veretennykov V.I., Yugov A.M., Dolmatov A.O., Bulavytskyi M.S., Kukharev D.I., Bulavytskyi A.S. Concrete Inhomogeneity of Vertical Cast-in-Place Elements in Skeleton-Type Buildings. Proceedings of the 2008 Architectural Engineering National Conference “Building Integration Solutions”. September 24-27, 2008, Denver, Colorado, USA., AEI of the ASCE.
  15. Starishko I.N. Varianty i sluchai, predlagaemye dlya raschetov vnetsentrenno szhatykh elementov [Variants and Cases, Offered for the Calculations of the Eccentric Compressed Elements]. Beton i zhelezobeton [Concrete and Reinforced Concrete]. 2012, no. 3, pp. 14—20.
  16. Starishko I.N. Sovershenstvovanie teorii raschetov vnetsentrenno szhatykh zhelezobetonnykh elementov putem sovmestnogo resheniya uravneniy, otrazhayushchikh ikh napryazhenno-deformirovannoe sostoyanie [Improving Theory of Eccentrically Compressed Concrete Elements Calculations by Solving the Equations that Refl ect their Stress-strain State]. Vestnik grazhdanskikh inzhenerov [Proceedings of Civil Engineers]. 2012, no. 5(34), pp. 72—81.
  17. Toryanik M.S., editor. Primery rascheta zhelezobetonnykh konstruktsiy [Examples of the Calculation of Reinforced Concrete Structures]. Moscow, Stroyizdat Publ., 1979, 240 p.

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Bearing capacity of corroded bending reinforced concrete element

Vestnik MGSU 7/2014
  • Larionov Evgeniy Alekseevich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, Professor, Department of Advanced Mathematics, 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 51-63

Many Russian and foreign scientists studied in their works bearing capacity of reinforced concrete elements. The principal difference of the presented approaches from the traditional ones is that they lack the necessity of artificial sizing as improbable for simultaneous getting preset limit values of corresponding parameters. In our paper we evaluated the bending moment, giving rise to limit stress strain behavior of corroded reinforced concrete beams with corroded concrete and tensile reinforcement. In order to reduce and simplify calculations we consider single reinforcement and ignore tensile reinforcement resistance, and in order to emphasize the idea of the approach we assume noncorrosiveness. The results of concrete stress strain state analysis are more reliable.

DOI: 10.22227/1997-0935.2014.7.51-63

References
  1. Guzeev E.A., Mutin A.A., Basova L.N. Deformativnost' i treshchinostoykost' szhatykh armirovannykh elementov pri dlitel'nom nagruzhenii i deystvii zhidkikh sred [Deformability and Crack Resistance of Compressed Reinforced Elements with Long-Term Loading in Fluids]. Moscow, Stroyizdat Publ., 1984, 34 p.
  2. Komokhov P.P., Latynov V.I., Latynova M.V. Dolgovechnost' betona i zhelezobetona [Longevity of Concrete and Reinforced Concrete]. Ufa, Belaya reka Publ., 1998, 216 p.
  3. Bondarenko V.M. Nekotorye fundamental'nye voprosy razvitiya teorii zhelezobetona [Some Fundamental Questions of Reinforced Concrete Theory Development]. Stroitel'naya mekhanika inzhenernykh konstruktsiy i sooruzheniy [Structural Mechanics of Engineering Constructions and Buildings]. 2010, no. 1, pp. 20—34.
  4. Bondarenko V.M., Larionov E.A., Bashkatova M.E. Otsenka prochnosti izgibaemogo zhelezobetonnogo elementa [Evaluation of Bending Reinforced Element Strength] Izvestiya OrelGTU [News of Orel State Technological University]. 2007, no. 2 (14), pp. 25—28.
  5. Bondarenko V.M., Larionov E.A. Printsip nalozheniya deformatsiy pri strukturnykh povrezhdeniyakh elementov konstruktsiy [Deformation Superposition Frequency in Structural Damages of Construction Elements]. Stroitel'naya mekhanika inzhenernykh konstruktsiy i sooruzheniy [Structural Mechanics of Engineering Structures and Buildings]. 2010, no. 1, pp. 16—22.
  6. Aleksandrov A.B., Travush V.I., Matveev A.B. O raschete sterzhnevykh konstruktsiy na ustoychivost' [Collapse Method of Structural Design for Frame Structures]. Promyshlennoe i grazhdanskoe stroitel'stvo [Industrial and Civil Engineering]. 2002, no. 3, pp. 16—19.
  7. Uliti V.V. Deformatsionnyy kriteriy pri analize ustoychivosti i prodol'nogo izgiba v usloviyakh fizicheskoy nelineynosti [Deformation Criterion in Rigidity and Buckling Analysis in Physical Nonlinearity]. Stroitel'naya mekhanika i raschet sooruzheniy [Structural Mechanics and Structural Analysis]. 2012, no. 1, pp. 34—39.
  8. Beddar M. Fiber Reinforced Concrete: Past, Present and Future. Beton i zhelezobeton — puti razvitiya: nauchnye trudy 2-y Vserossiyskoy (Mezhdunarodnoy) konferentsii po betonu i zhelezobetonu [Concrete and Reinforced Concrete — Development Path: Scientific Works of the 2nd All-Russian (International) Conference on Concrete and Reinforced Concrete]. Ìoscow, Dipak Publ., 2005, vol. 3, pp. 228—234.
  9. Hillerborg A., Modar M., Peterson P. Analysis of Crack Formation and Crack Grows in Concrete by Means of Fracture Mechanics and Finite Elements. Cem. and Concr. Res. 1976, no. 6, pp. 773—781.
  10. Pekau Î.A., Syamal Ð.Ê. Non-Linear Torsional Coupling in Symmetric Structures. J. Sound and Vibration. 1984, vol. 94, no. l, pp. 1—18.
  11. Kilar V., Fajfar P. Simple Push-Over Analysis of Asymmetric Buildings. Journal of Earthquake Engineering and Structural Dynamics. 1997, no. 26, pp. 233—249. DOI: http://dx.doi.org/10.1002/(SICI)1096-9845(199702)26:2<233::AIDEQE641>3.0.CO;2-A
  12. Tso W.K. Induced Torsional Oscillations in Symmetrical Structures. Journal of Earthquake Engineering and Structural Dynamics. 1975, pp. 337—346. DOI: http://dx.doi.org/10.1002/eqe.4290030404.
  13. Bondarenko V.M., Ivanov A.I., Piskunov A.V. Opredelenie korroziynykh poter' nesushchey sposobnosti szhatykh zhelezobetonnykh elementov pri reshenii po SNiP [Defining Corrosion Damages of Bearing Capacity of Compressed Reinforced Concrete Elements According to Construction Norms and Rules]. Beton i zhelezobeton [Concrete and Reinforced Concrete]. 2011, no. 5, pp. 26—28.
  14. Bondarenko V.M., Kolchunov V.I., Klyueva N.V. Eshche raz o konstruktivnoy bezopasnosti i zhivuchesti zdaniy [Once Again on Constructive Building Security and Survivability]. RAASN. Vestnik otdeleniya stroitel'nykh nauk. Yubileynyy vypusk [Russian Academy of Architecture and Construction Sciences. Reports of Structural Sciences Department. Anniversary Issue]. 2007, no. 11, pp. 81—86.
  15. Bondarenko V.M. O vliyanii korrozionnykh povrezhdeniy na dissipatsiyu energii pri silovom deformirovanii betona [Corrosive Effect on Energy Dissipation in Force Deformation of Concrete]. Beton i zhelezobeton [Concrete and Reinforced Concrete]. 2008, no. 6, pp. 24—28.

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SOLUTIONTO THE HOMOGENEOUS PROBLEM OF THE THEORYOF ELASTICITY IN THE AREA OF THE CUT BOUNDARYIN THE PLANE DOMAIN

Vestnik MGSU 8/2013
  • Frishter Lyudmila Yur'evna - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Chair, Department of Higher Mathematic, 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 .
  • Vatanskiy Vladimir Aleksandrovich - Moscow State University of Civil Engineering (MGSU) student, 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 51-58

The authors present their solution to the homogeneous boundary value problem of the theory of elasticity in the area of the cut boundary in the plane domain. The authors have derived the type of the stress-strain state in the small area of the peak of the cut area. The authors offer an asymptotic solution to the elastic homogeneous problem depending on intensity ratios as unknown constant values. The problem of research into the ratios of intensity is also relevant for the research into the stress-strain state of structures characterized by geometrical non-linearity of boundaries. In the article, the authors consider a plain problem of the theory of elasticity for a domain having an angular point (the case of concentrated forces in the vertex of an angle are not considered by the authors in this article). The authors consider a special case where the vertex angle is equal to 2π. The type of the stress-strain state derived for this case study coincides with the type of the stress-strain state considered in fracture mechanics. Identification of intensity ratios represents an independent problem of the stress-strain state in the area of the domain of the cut peak.

DOI: 10.22227/1997-0935.2013.8.51-58

References
  1. Parton V.Z., Perlin P.I. Metody matematicheskoy teorii uprugosti [Methods of Mathematical Theory of Elasticity]. Moscow, Nauka Publ., 1981, 688 p.
  2. Kondrat'ev V.A. Kraevye zadachi dlya ellipticheskikh uravneniy v oblastyakh s konicheskimi ili uglovymi tochkami [Boundary Problems for Elliptical Equations in Domains Having Conical or Angular Points]. Trudy Moskovskogo matematicheskogo obshchestva [Works of Moscow Mathematical Society]. Moscow, MGU Publ., 1967, vol. 16, pp. 209—292.
  3. Williams M.L. Stress Singularities Resulting from Various Boundary Conditions in Angular Corners of Plates in Extension. J. Appl. Mech. 1952, vol. 19, no. 4, p. 526.
  4. Aksentyan O.K. Osobennosti napryazhenno-deformirovannogo sostoyaniya plity v okrestnosti rebra [Features of the Stress-strain State of a Slab in the Proximity to the Edge]. Prikladnaya mekhanika i matematika [Applied Mechanics and Mathematics]. 1967, vol. 31, no. 1, pp. 178—186.
  5. Denisyuk I.T. Odna zadacha sopryazheniya analiticheskikh funktsiy v affinno-preobrazovannykh oblastyakh s kusochno-gladkimi granitsami [One Problem of Integration of Analytical Functions in Affine-transformed Domains Having Piecewise Smooth Boundaries]. Izvestiya vuzov. Matematika. [News of Institutions of Higher Education. Mathematics.] 2000, no. 6, pp. 70—74.
  6. Kuliev V.D. Singulyarnye kraevye zadachi [Singular Boundary Problems]. Moscow, Nauka Publ., 2005, 719 p.
  7. Frishter L.Yu. Analiz metodov issledovaniya lokal'nogo napryazhenno-deformirovannogo sostoyaniya konstruktsiy v zonakh kontsentratsii napryazheniy [Analysis of Methods of Research into the Stress-strain State of Structures in Areas of Concentrated Stresses]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2008, no. 3, pp. 38—44.
  8. Frishter L.Yu. Issledovanie NDS v okrestnosti neregulyarnoy tochki granitsy ploskoy oblasti pri deystvii vynuzhdennykh deformatsiy metodom fotouprugosti [Research into the Stress-strain State in Proximity to the Irregular Point of the Boundary of the Plane Domain Exposed to Induced Deformations Using Method of Photo-elasticity]. International Journal for Computational Civil and Structural Engineering. 2007, vol. 3, no. 2, pp. 101—106.
  9. Timoshenko P.S., Gudier Dzh. Teoriya uprugosti [Theory of Elasticity]. Moscow, Nauka Publ., 1975, 576 p.
  10. Cherepanov G.P. Mekhanika khrupkogo razrusheniya [Brittle Fracture Mechanics]. Moscow, Nauka Publ., 1974, 640 p.
  11. Vardanyan G.S., Mozgaleva M.L., Savost'yanov V.N., Frishter L.Yu. O sobstvennykh znacheniyakh v reshenii zadach dlya oblastey, soderzhashchikh neregulyarnye tochki [On Eigenvalues in Solutions to Problems of Domains Having Irregular Points]. Izvestiya vuzov. Stroitel'stvo [News of Institutions of Higher Education. Construction] 2003, no. 10, pp. 28—31.

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Realization of a discrete-braced calculation model in flat finite elements

Vestnik MGSU 11/2013
  • Mamin Aleksandr Nikolaevich - Public stock company «Central Scientific-Research and Experimental-Design Institute of Industrial Buildings and Structures» Doctor of Technical Sciences, Professor, Head, Department IBC № 1, Public stock company «Central Scientific-Research and Experimental-Design Institute of Industrial Buildings and Structures», 46|/2, Dmitrovskoe shosse, Moscow, 127238, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Kodysh Emil' Naumovich - Public stock company «Central Scientific-Research and Experimental-Design Institute of Industrial Buildings and Structures» Doctor of Technical Sciences, Professor, Chief Designer, Department IBC №1, Public stock company «Central Scientific-Research and Experimental-Design Institute of Industrial Buildings and Structures», 46|/2, Dmitrovskoe shosse, Moscow, 127238, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Reutsu Aleksandr Viktorovich - Public stock company «Central Scientific-Research and Experimental-Design Institute of Industrial Buildings and Structures» Department IBC № 1, Public stock company «Central Scientific-Research and Experimental-Design Institute of Industrial Buildings and Structures», 46|/2, Dmitrovskoe shosse, Moscow, 127238, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 58-69

In the article the finite elements were developed that allow to take into consideration the design features of structures and the specific deformation of reinforced concrete without complicating the design scheme. The results of flat structures calculation under different types of loading are presented.The flat finite elements, which are used today in most widespread software systems for the calculation of the majority of buildings and structures, have significant drawbacks due to the peculiarities of the finite element method computational model. The two major drawbacks are: first, stiffness characteristics are specified as for rectangular cross-section and, second, constant stiffness characteristics over the entire area of finite elements is presupposed.These drawbacks are particularly evident in the process of calculating reinforced concrete structures and they significantly complicate the support systems design of multi-storey buildings. The simplifications used by the calculators are dangerous, as it is practically impossible to evaluate the resulting inaccuracies.The calculation model of the finite element method can be represented as a collection of nodes connected in one system with the help of finite elements, which conditionally replace the corresponding parts of a structure.Elasticity theory problems are solved with the help of finite elements of the shells and spatial finite elements. Here the accuracy of the results increases with the increase in breakdown frequency, and one of the main criteria for evaluating the effectiveness of discrete models is their convergence: the worse is the convergence — the higher breakdown frequency is needed to achieve the required accuracy of homogeneous structures calculations.In order to consider the factors affecting the calculations accuracy without increasing the complexity of making the design scheme, it is advisable to arrange a more detailed structure discretization on the stage of developing computational model. This concept is implemented in the discrete-braced computational model, which supposes replacement of the structure sections by the discreet braces combined in nodal points. The main advantages of discrete-braced model are determined by the possibility of multilevel discretization of a structure, achieved in terms of geometrical dimensions and in terms of the direction of digital communication, components of the stressstrain state, stiffness characteristics of digital communications, variable along the longitudinal axis and changing layer by layer in cross section.The basic diagram of the discrete-braced model is: the calculated structure is conditionally replaced by a set of nodes located at the layout grid lines crossing and linked in pairs by the discrete braces, which limit the mutual displacement of the nodal points for all the considered degrees of freedom.The stiffness characteristics of braces are set independently for each brace and each type of deformation on the basis of geometrical and deformational characteristics of the construction sections replaced by braces.In order to determine these sections, conventional boundary lines are traced on the structure, that are located between the grid lines. It is believed that these lines demarcate the structure sections that influence the stiffness parameters of the neighboring connections of one direction. Thus each out-of-node structure point belongs simultaneously to two sections. Stress-strain state of the structure, stiffness characteristics of the braces along the X and Y axes are defined independently of one another. The distributed internal forces arising in front sections of the braces are brought to concentrated generalized forces transmitted through the nodes between the braces in both directions.In the general case, each node of the obtained flat system has six degrees of freedom — three linear and three angular. Generalized displacements inside connections are described by linear functions. Each connection resists six types of deformations — tension and compression, shear in plane of the structure, shear out of the plane, torsion, rotation (bending in plane) and bending out of the plane. In the process of braces deformation, the efforts relevant to deformations appear in them: axial force , two shear forces, torque and two bending moments, and the stress-strain states during deformation of braces in plane and out of plane of the structure are independent from one another.It is offered to determine stress-strain state of the obtained discrete braced-noded system using the method of shifts by means of composing and solving the system of 6n linear algebraic equations (n — the number of nodes ).The accuracy and convergence of the calculation results for discrete-braced model of structural homogeneous isotropic elements is not inferior, and in some cases exceeds the accuracy and convergence of the finite element method results. The use of discretebraced model provides additional opportunities, in particular for non-linear calculations of reinforced concrete structures, which can significantly simplify the numerical schemes used, and thus significantly reduce the calculation complexity.

DOI: 10.22227/1997-0935.2013.11.58-69

References
  1. R.E. Miller. Reduction of the Error in Eccentric Beam Modeling. International Journal for Numerical Methods in Engineering. 1980, vol. 15, no. 4, pp. 575—582.
  2. Chupin V.V. Razrabotka metodov, algoritmov, rascheta plastin, obolochek i mekhanicheskikh sistem, primenyaemykh v stroitel'stve i mashinostroenii [Development of Methods, Algorithms, Calculation of Slabs, Shells and Mechanical Systems Used in Construction and Mechanical Engineering]. Sbornik referatov nauchno-issledovatel'skikh i opytno-konstruktorskikh rabot. Seriya 16: 30. Mekhanika [Collection of Scientific, Research and Development Works. Series 16: 30. Mechanics]. 2007, no. 5, p. 146.
  3. Mamin A.N. Primenenie metoda peremeshcheniy dlya rascheta zhelezobetonnykh konstruktsiy zdaniy po diskretno-svyazevoy raschetnoy modeli [Using Shifting Method for Calculating Reinforced Concrete Building Structures with the Help of Discrete-Braced Calculation Model]. Sovershenstvovanie arkhitekturno-stroitel'nykh resheniy predpriyatiy, zdaniy i sooruzheniy: sbornik nauchnykh trudov TsNIIpromzdaniy [Development of Architectural and Construction Decisions of Enterprises, Buildings and Structures: Collection of Scientific Works of the Central Scientific and Research Institute of Industrial Buildings]. Moscow, 2006, pp. 78—82.
  4. Kodysh Je.N., Mamin A.N., Dolgova T.B. Raschetnaya model' dlya proektirovaniya nesushchnykh sistem i elementov [Calculation Model for Designing Bearing Systems and Elements]. Zhilishhnoe stroitel'stvo [House Construction]. 2003, no.11, pp. 9—15.
  5. Shan Tang, Adrian M. Kopacz, Stephanie Chan O’Keeffe, Gregory B. Olson, Wing Kam Liu. Concurrent Multiresolution Finite Element: Formulation and Algorithmic Aspects. Computational Mechanics. 2013, vol. 52, no. 6, pp. 1265-1279.
  6. Popov O.N., Radchenko A.V. Nelineynye zadachi rascheta pologikh obolochek i plastin s razryvnymi parametrami [Non-linear Tasks of Shallow Shells and Slabs Calculation with Diffuse Parameters]. Mekhanika kompozitsionnykh materialov i konstruktsiy [Mechanics of Composite Materials and Structures]. 2004, vol. 10, no. 4, pp. 545—565.
  7. Kiselev A.P., Gureeva N.A., Kiseleva R.Z. Raschet mnogosloynykh obolochek vrashcheniya i plastin s ispol'zovaniem ob"emnykh konechnykh elementov [Calculation of Multi-layer Rotational Shells and Slabs Using Solid Finite Elements]. Izvestiya vysshikh uchebnykh zavedeniy. Stroitel'stvo [News of Institutions of Higher Education. Construction]. 2010, no. 1, pp. 106—112.
  8. Spacone E., El-Tawil S. Nonlinear Analysis of Steel–concrete Composite Structures: State of the Art. Journal of Structural Engineering. 2004, no. 130 (2), pp. 159—168.
  9. Kodysh E.N., Mamin A.N. Primenenie metoda diskretnykh svyazey dlya rascheta zhelezobetonnykh konstruktsiy mnogoetazhnykh zdaniy [Using Discrete Braced Method for Reinforced Concrete Structures Calculation of Multi-storeyed Buildings]. Naukovo-tekhnichni problemi suchasnogo zalizobetonu: sbornik nauchykh trudov [Scientific and Technical Problems of Modern Reinforced Concrete: Collection of Scientific Works]. Kiev, NDIBK Publ., 2005, pp. 159—164.
  10. Verifikatsionnyy otchet po programmnomu kompleksu MicroFe [Verificational Report on the Software MicroFe]. Moscow, RAASN Publ., 2009, 327 p.
  11. Alessandro Zona, Gianluca Ranzi. Finite Element Models for Nonlinear Analysis of Steel–concrete Composite Beams with Partial Interaction in Combined Bending and Shear. Finite Elements in Analysis and Design. 2011, vol. 47, no. 2, pp. 98—118.
  12. H. Panayirci, H. Pradlwarter, G. Schu?ller. Efficient Stochastic Finite Element Analysis Using Guyan Reduction. Software. 2010, no. 41 (412), pp. 1277—1286.
  13. Manakhov P.V., Fedoseev O.B. Ob al'ternativnom metode vychisleniya nakoplennoy plasticheskoy deformatsii v zadachakh plastichnosti s ispol'zovaniem MKE [On the Alternative Method of Calculating Cumulative Plastic Flow in the Plasticity Tasks Using FEM]. Izvestiya vysshikh uchebnykh zavedeniy. Mashinostroenie [News of Institutions of Higher Education. Construction]. 2007, no. 7, pp. 16—22.
  14. Chen S., Shi X. Shear Bond Failure in Composite Slabs — a Detailed Experimental Study. Steel and Composite Structures. 2011, vol. 11, no.3, pp. 233—250.
  15. Eldib M., Maaly H., Beshay A., Tolba M. Modelling and Analysis of Two-way Composite Slabs. Journal of Constructional Steel Research. 2009, vol. 65, no.5, pp. 1236—1248.

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FINITE ELEMENT MODELING OF PROBLEMS OF GEOMECHANICS AND GEOPHYSICS

Vestnik MGSU 2/2012
  • Vlasov Alexander Nikolaevich - Institute of Applied Mechanics of the Russian Academy of Sciences (IAM RAS) Sergeev Institute of Environmental Geoscience of the Russian Academy of Sciences (IEG RAS) Doctor of Sciences, Principal Researcher Principal Researcher phone: 8 (495) 523-81-92, Institute of Applied Mechanics of the Russian Academy of Sciences (IAM RAS) Sergeev Institute of Environmental Geoscience of the Russian Academy of Sciences (IEG RAS), 32а Leninskij prospekt, Moscow, 119334, Russia Building 2, 13 Ulansky pereulok, 101000, Moscow, Russia; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Volkov-Bogorodskij Dmitrij Borisovich - , Institute of Applied Mechanics of the Russian Academy of Sciences (IAM RAS) Candidate of Physics and Mathematics, Senior Researcher 8 (499) 160-42-82, , Institute of Applied Mechanics of the Russian Academy of Sciences (IAM RAS), 32а Leninskij prospekt, Moscow, 119334, Russia; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Znamenskij Vladimir Valerianovich - Moscow State University of Civil Engineering (MSUCE) Doctor of Technical Sciences, Professor 8 (495) 589-23-37, 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 .
  • Mnushkin Mihail Grigor'evich - Sergeev Institute of Environmental Geoscience Russian Academy of Sciences (IEG RAS) Candidate of Technical Sciences, Principal Researcher, Sergeev Institute of Environmental Geoscience Russian Academy of Sciences (IEG RAS), Building 2, 13 Ulansky pereulok, 101000, Moscow, Russia; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 52 - 65

In the article, the authors consider some classes of problems of geomechanics that are resolved through the application of SIMULIA ABAQUS software. The tasks associated with the assessment of the zone of influence of structures produced on surrounding buildings and structures in the dense urban environment, as well as the tectonic and physical simulation of rifts with the purpose of identification of deformations of the Earth surface and other defects of lithospheric plates. These seemingly different types of tasks can be grouped together on the basis of common characteristics due to the complexity of numerical modeling problems of geomechanics and geophysics. Non-linearity of physical processes, complexity of the geological structure and variable thickness of layers, bed thinning layers, lenses, as well as singular elements, make it hard to consolidate different elements (for example, engineering and geological elements and associated structures of buildings) in a single model. In this regard, software SIMULIA ABAQUS looks attractive, since it provides a highly advanced finite-element modeling technique, including a convenient hexahedral mesh generator, a wide range of models of elastic and plastic strain of materials, and the ability to work with certain geometric areas that interrelate through the mechanism of contacting surface pairs that have restrictions. It is noteworthy that the research also facilitates development of personal analytical methods designated for the assessment of physical and mechanical properties of heterogeneous materials as well as new solutions applicable in the vicinity of singular elements of the area that may be used in modeling together with ABAQUS software.

DOI: 10.22227/1997-0935.2012.2.52 - 65

References
  1. Rebeckij Ju.L. Tektonicheskie naprjazhenija i prochnost' prirodnyh massivov [Tectonic Stresses and Strength of Natural Formations]. Moscow, Akademkniga, 2007, 407 p.
  2. Volkov-Bogorodskij D.B. Primenenie analiticheskih raschetov na osnove metoda blokov v svjaznyh zadachah mehaniki sploshnyh sred [Analytical Calculations Performed on the Basis of the Method of Blocks Applicable for the Resolution of Problems of Continuous Medium Mechanics]. Trudy Vserossijskoj nauchnoprakticheskoj konferencii “Inzhenernye sistemy - 2008” [Works of the All-Russian Academic and Practical Conference Engineering Systems - 2008], Moscow, 7-11 April, 2008, RUDN, 2008, pp. 123—138.
  3. Vlasov A.N., Savatorova V.L., Talonov A.V. Opisanie fizicheskih processov v strukturno neodnorodnyh sredah [Description of Physical Processes in Heterogeneous Media]. Moscow, RUDN, 2009, 258 p.
  4. Novackij V. Teorija uprugosti [Theory of Elasticity]. Moscow, Nauka, 1975, 872 p.
  5. Drucker D.C., Prager W. Soil Mechanics and Plastic Analysis or Limit Design. Quarterly of Applied Mechanics, v. 10, Issue # 2, 1952, pp. 157—165.
  6. Zareckij Ju.K., Lombardo V.N. Statika i dinamika gruntovyh plotin [Statics and Dynamics of Earthfilled Dams]. Moscow, Jenergoatomoizdat, 1983, 256 p.
  7. Bakhvalov N.S., Panasenko G.P. Homogenization of Processes in Periodic Media. Kluwer, Dordrecht/Boston/ London, 1989.
  8. Okado Y. Surface Deformation due to Shear and Tensile Faults in a Half-space. Bull. Seism. Soc. Am. ,1985, v. 75, pp. 1135—1154.
  9. Volkov-Bogorodskij D.B. O vychislenii jeffektivnyh harakteristik kompozicionnyh materialov s pomosch'ju blochnogo analitiko-chislennogo metoda [On Calculation of Effective Characterstics of Composite Materials by Means of a Block Method of Numerical Analysis]. Dinamicheskie i tehnologicheskie problemy mehaniki konstrukcij i sploshnyh sred [Dynamic and Technological Problems of Mechanics of Structures and Continuous Media]. Selected papers, Moscow, MAI, 2006, pp. 41—47.
  10. Volkov-Bogorodskij D.B., Sushko G.B., Harchenko S.A. Kombinirovannaja MPI+threads parallel'naja realizacija metoda blokov dlja modelirovanija teplovyh processov v strukturno-neodnorodnyh sredah [Combined MPI+threads Parallel Implementation of the Method of Blocks Applicable for Simulation of Heat Transfer Processes in Heterogeneous Media]. Vychislitel'nye metody i programmirovanie [Computational Methods and Programming], 2010, volume 11, pp. 127—136.
  11. Cristensen R.M. Mechanics of Composite Materials. J. Wiley & Sons, New York, 1978.
  12. UWay Software. Certificate of State Registration of the Software Program # 2011611833, issued on 28 February, 2011. Compliance Certificate ROSS RU.SP15.N00438, issued on 27 October, 2011.
  13. Vlasov A.N. Merzljakov V.P. Usrednenie deformacionnyh i prochnostnyh svojstv v mehanike skal'nyh porod [The Averaging of Deformation and Strength-related Properties within the Framework of Massive Rock Mechanics], Moscow, ASV, 2009, 208 p.

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NUMERICAL CALCULATIONS IN GEOMECHANICS APPLICABLE TO LINEAR STRUCTURES

Vestnik MGSU 3/2012
  • Vlasov Alexander Nikolaevich - Institute of Applied Mechanics of the Russian Academy of Sciences (IAM RAS) Sergeev Institute of Environmental Geoscience of the Russian Academy of Sciences (IEG RAS) Doctor of Sciences, Principal Researcher Principal Researcher phone: 8 (495) 523-81-92, Institute of Applied Mechanics of the Russian Academy of Sciences (IAM RAS) Sergeev Institute of Environmental Geoscience of the Russian Academy of Sciences (IEG RAS), 32а Leninskij prospekt, Moscow, 119334, Russia Building 2, 13 Ulansky pereulok, 101000, Moscow, Russia; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Volkov-Bogorodskiy Dmitriy Borisovich - Institute of Applied Mechanics of the Russian Academy of Sciences (IAM RAS) Candidate of Physics and Mathematics, Senior Researcher 8 (499) 160-42-82, Institute of Applied Mechanics of the Russian Academy of Sciences (IAM RAS), 32а Leninskiy prospekt, Moscow, 119334, Russia; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Znamenskiy Vladimir Valerianovich - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Professor, Department of Soil Mechanics, Beddings 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 .
  • Mnushkin Mihail Grigor'evich - Sergeev Institute of Environmental Geoscience Russian Academy of Sciences (IEG RAS) Candidate of Technical Sciences, Principal Researcher, Sergeev Institute of Environmental Geoscience Russian Academy of Sciences (IEG RAS), Building 2, 13 Ulansky pereulok, 101000, Moscow, Russia; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 35 - 42

The article covers the problem of applicability of finite-element and engineering methods to the development of a model of interaction between pipeline structures and the environment in the complex conditions with a view to the simulation and projection of exogenous geological processes, trustworthy assessment of their impacts on the pipeline, and the testing of varied calculation methodologies. Pipelining in the areas that have a severe continental climate and permafrost soils is accompanied by cryogenic and exogenous processes and developments. It may also involve the development of karst and/or thermokarst. The adverse effect of the natural environment is intensified by the anthropogenic impact produced onto the natural state of the area, causing destruction of forests and other vegetation, changing the ratio of soils in the course of the site planning, changing the conditions that impact the surface and underground waters, and causing the thawing of the bedding in the course of the energy carrier pumping, etc.
The aforementioned consequences are not covered by effective regulatory documents. The latter constitute general and incomplete recommendations in this respect. The appropriate mathematical description of physical processes in complex heterogeneous environments is a separate task to be addressed. The failure to consider the above consequences has repeatedly caused both minor damages (denudation of the pipeline, insulation stripping) and substantial accidents; the rectification of their consequences was utterly expensive. Pipelining produces a thermal impact on the environment; it may alter the mechanical properties of soils and de-frost the clay.
The stress of the pipeline is one of the principal factors that determines its strength and safety. The pipeline stress exposure caused by loads and impacts (self-weight, internal pressure, etc.) may be calculated in advance, and the accuracy of these calculations is sufficient for practical implementation. Stress and strain caused by other factors (groundwater supports, anchors, fixing elements) may only be identified on location. The impact of other factors (temperature, permafrost thawing, karst phenomena and landslides, etc.) may be identified as approximate values.

DOI: 10.22227/1997-0935.2012.3.35 - 42

References
  1. Mnushkin M.G., Vlasov A.N., Znamenskiy V.V., Volkov-Bogorodskiy D.B. Chislennoe modelirovanie zadach geomekhaniki s ispol’zovaniem programmy UWay [Numerical Modeling of Geomechanical Problems through the Application of UWay Software]. Chislennye metody raschetov v prakticheskoy geotekhnike [Numerical Methods of Calculations in Practical Geotechnics]. Collected works of scientific and practical conference, St. Petersburg, SPbGASU, 2012, pp. 203—209.
  2. Vlasov A.N., Savatorova V.L., Talonov A.V. Opisanie fizicheskikh protsessov v strukturno neodnorodnykh sredakh [Description of Physcial Processes in Heterogeneous Media]. Moscow, RUDN, 2009,258 p.
  3. Tsytovich N.A. Mekhanika gruntov [Soil Mechanics]. Moscow, Gosstroyizdat, 1963, 636 p.
  4. Drukker D., Prager V. Mekhanika gruntov i plasticheskiy analiz ili predel’noe proektirovanie. Opredelyayushchie zakony mekhaniki gruntov [Soil Mechanics and Practical Analysis or Limit State Design. Determinative Laws of the Soil Mechanics]. Moscow, Mir, 1975, pp. 166—177.

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EXPERIMENTAL AND THEORETICAL STUDIES OF THE STRESS-STRAIN STATE OF WOOD-CONCRETE AND WOOD-GYPSUM MASONRY

Vestnik MGSU 12/2012
  • Likhacheva Svetlana Yur'evna - Nizhniy Novgorod State University of Architecture and Civil Engineering (NNGASU) Candidate of Physical and Mathematical Sciences, Associate Professor, Department of Strength of Materials and Theory of Elasticity, Nizhniy Novgorod State University of Architecture and Civil Engineering (NNGASU), 65 Il'inskaya Str., Nizhny Novgorod, 603950, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Kondrashkin Oleg Borisovich - Nizhniy Novgorod State University of Architecture and Civil Engineering" (NNGASU) Candidate of Technical Sciences, Associate Professor, Department of Strength of Materials and Theory of Elasticity, Nizhniy Novgorod State University of Architecture and Civil Engineering" (NNGASU), 65 Il'inskaya Str., Nizhny Novgorod, 603950, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Lebedev Mikhail Aleksandrovich - Nizhniy Novgorod State University of Architecture and Civil Engineering" (NNGASU) junior researcher, Nizhniy Novgorod State University of Architecture and Civil Engineering" (NNGASU), 65 Il'inskaya Str., Nizhny Novgorod, 603950, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 61 - 65

Results of the theoretical analysis of experimental diagrams of deformations of columns made of wood sawdust and concrete mixtures and of wood sawdust and gypsum mixtures exposed to uniaxial compression are provided in the paper.
The findings of the prototype testing include identification of the two areas of deformations: areas of elastic deformations and areas of intensive development of deformations. The first area of partial elastic deformations is characterized by the linear stress function, while the second area demonstrates that this relationship is nonlinear. Permanent deformations appear as of the startup of the loading process and disproportionate stress is demonstrated throughout the deformation process. However, in the first area (partial elastic deformations) residual deformations are so small that this area is considered as the area of "the area of incomplete elasticity".

DOI: 10.22227/1997-0935.2012.12.61 - 65

References
  1. Tsepaev V.A., Lebedev M.A., Likhacheva S.Yu. Polzuchest’ kladki iz opilkobetona [Creep of the Wood Concrete Masonry Work]. Zhilishchnoe stroitel’stvo [Residential Housing Construction]. 2010, no. 3, pp. 25—27.
  2. Tsepaev V.A., Likhacheva S.Yu., Kondrashkin O.B. Dlitel’naya prochnost’ kladki iz gipso-opilochnykh kamney [Durability of Wood-gypsum Concrete Block Work]. Privolzhskiy nauchnyy zhurnal [Volga Region Scientific Journal]. 2009, no. 3, pp. 39—42.
  3. Tsepaev V.A., Likhacheva S.Yu., Shuryshev I.N. Kratkovremennaya prochnost’ kladki iz opilkobetonnykh kamney pri odnoosnom szhatii [ Short-term Strength of Sawdust Concrete Block Work Exposed to Uniaxial Compression]. Privolzhskiy nauchnyy zhurnal [Volga Region Scientific Journal]. 2009, no. 4, pp. 13—18.
  4. Tsepaev V.A. Dlitel’naya prochnost’ i deformativnost’ konstruktsionnykh drevesno–tsementnykh materialov i nesushchikh elementov na ikh osnove [Long-term Strength and Deformability of Structural Wood-concrete Materials and Bearing Elements Made on Their Basis]. Nizhniy Novgorod, NNGASU Publ., 2001, 480 p.
  5. Likhacheva S.Yu., Kondrashkin O.B. Issledovaniya protsessov deformirovaniya kladok na drevesnykh zapolnitelyakh pri odnoosnom kratkovremennom szhatii [Studies of Processes of Deformation of Masonry Work That Incorporate Wood Fillers If Exposed to Short-term Uniaxial Compression]. Privolzhskiy nauchnyy zhurnal [Volga Region Scientific Journal]. 2011, no. 1, pp. 21—25.
  6. Berg O.Ya. Nekotorye voprosy teorii deformatsiy i prochnosti betona [Some Issues of the Theory of Deformation and Strength of Concrete]. Izv. vuzov. Str-vo i arkhitektura [News of Institutions of Higher Education. Construction and Architecture]. 1967, no. 10, pp. 41—55.
  7. Mel’nichenko O.V. Eksperimental’noe issledovanie dlitel’noy prochnosti betonov vysokikh marok [Experimental Study of Long-term Strength of High-grade Concretes]. Izv. vuzov. Str-vo i arkhitektura [News of Institutions of Higher Education. Construction and Architecture]. 1976, no. 5, pp. 85—88.

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Problematics of stress-strain state research in units of metal structures

Vestnik MGSU 5/2014
  • Morozova Dina Vol'demarovna - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Associate Professor, Senior Researcher, Department of Architectural and Structural Design, 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 .
  • Serova Elena Aleksandrovna - Moscow State University of Civil Engineering (MGSU) postgraduate student, Department of Architectural and Structural Design, 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 44-50

The article describes the experimental methods of determining stress-strain state of elements and structures with a brief description of the essence of each method. The authors focus mostly on polarization-optical method for determining stresses in the translucent optical sensing models made of epoxy resins. Physical component of the method is described in the article and a simple diagram of a circular polariscope is presented, as well as an example of the resulting interference pattern in illuminated monochromatic light. A polariscope, in its most general definition, consists of two polarizers. The polarizers sandwich a material or object of interest, and allows one to view the changes of the polarity of light passing through the material or object. Since we are unable to perceive the polarity of light with the naked eye, we are forced to use polariscopes to view the changes in polarity caused by the temporary birefringence of our photoelastic materials. A polariscope is constructed of two polarizers, each set perpendicular to the path of light transmitted through the setup. The first polarizer is called the "polarizer", and the second polarizer is called the "analyzer". The method how the polarizer works is quite simple: unpolarized light enters the polariscope through the polarizer, which allows through only the light of its orientation. This light then passes through the material under observation, and experiences some change in polarity. Finally, this light reaches the analyzer, which, like the polarizer, only lets the light of its orientation through.

DOI: 10.22227/1997-0935.2014.5.44-50

References
  1. Morozova D.V., Serova E.A. Problema tekhniko-ekonomicheskogo obosnovaniya pri proektirovanii stykov metallicheskikh konstruktsiy [The Problem of the Feasibility Study in respect of Design of Joints of Metal Structures]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 12, pp. 219—223.
  2. Pisarenko G.S., Shagdyr T.Sh., Khyuvenen V.A. Eksperimental'no-chislennye metody opredeleniya kontsentratsii napryazheniy [Experimental and Numerical Methods for Determination of Stress Concentration]. Problemy prochnosti [Reliability Problems]. 1983, no. 8, pp. 3—6.
  3. Vayenberg D.V. Kontsentratsiya napryazheniy v plastinakh okolo otverstiy i vykruzhek [Stress Concentration around the Holes in the Plates and Fillets]. Kiev, Tekhnika Publ., 1969, 220 p.
  4. Kuz'min V.R. Metodika rascheta napryazhenno-deformirovannogo sostoyaniya v zonakh kontsentratsii napryazheniy po pokazaniyam tenzorezistorov [Method of Calculating Stress-strain State in the Areas of Stress Concentration According to Strain Gauges]. Svarka i khrupkoe razrushenie [Welding and Brittle Fracture]. Yakutsk, SO AN SSSR Publ., 1980, pp. 59—70.
  5. Savin G.N. Raspredelenie napryazheniy okolo otverstiy [Stress Distribution around Holes]. Kiev, Naukova dumka Publ., 1968, 887 p.
  6. Kasatkin B.S., Kudrin A.B. Eksperimental'nye metody issledovaniya deformatsiy i napryazheniy: spravochnoe posobie [Experimental Methods for Strain and Stress Study: a Reference Guide]. Kiev, Naukova dumka Publ., 1981, 586 p.
  7. Tareev B.M. Fizika dielektricheskikh materialov [Physics of Dielectric Materials]. Moscow, Energiya Publ., 1973, pp. 37.
  8. Strel'chuk N.A., Khesin G.L., Gubin F.F. Khesin G.L., editor. Metod fotouprugosti: v 3 t. T. 1. Reshenie zadach statiki sooruzheniy. Opticheski chuvstvitel'nye materialy [Photoelasticity Method. In 3 volumes. Vol.1. Solution of Construction Statics Problems. Optically Sensitive Materials]. Moscow, Stroyizdat Publ., 1975, pp. 73—85.
  9. Demidov S.P. Teoriya uprugosti [Elasticity Theory]. Moscow, Vysshaya shkola Publ., 1979, 432 p.
  10. Zavalishin S.I., Marshalkovich A.S., Morozova D.V., Shaytan K.V. Primenenie polimernykh opticheski chuvstvitel'nykh materialov v model'nykh issledovaniyakh napryazheniy [Application of Polymeric Optically Sensitive Materials in Model Studies Stress]. Vestnik MGU [Proceedings of Moscow State University]. 1976, no. 2, pp. 28—31.
  11. Zhavoronok I.V., Sakharov V.N., Omel'chenko D.I. Universal'naya interferentsionnaya-polyarizatsionnaya ustanovka UIP dlya metoda fotouprugosti [Universal Polarization-interference Installation for UTI-photoelasticity Method]. Materialy VIII vsesoyuznoy konferentsii po metodu fotouprugosti [Materials of the 8th All-Union Conference on Photoelasticity Method]. Tallin, AN ESSR Publ., 1979, vol. 2, pp. 41—46.
  12. Patra A.S., Khare Alika. Issledovanie dvuluchevogo polyarizatsionnogo geterodinnogo interferometra [Studies of Dual Beam Heterodyne Interferometer]. Opticheskiy zhurnal [Optical Journal]. 2005, no. 12, pp. 25—28.
  13. Gdoutos E.E., Theocaris P.S. A Photoelastic Determination of Mixed-mode Stressintensity Factors. Experimental Mechanics. 1978, vol. 18, no. 3, pp. 87—96. DOI: 10.1007/BF02325002.
  14. Perel'muter A.V., Slikver V.I. Raschetnye modeli sooruzheniy i vozmozhnost' ikh analiza [Calculation Models of Structures and Possibility of their Analysis]. 4th edition. Moscow, SKAD SOFT Publ., 2011, pp. 20—28.
  15. Doyle James F., Phillips James W., editors. Manual on Experimental Stress Analysis. Fifth Edition. Society for Experimental Mechanics, 2005, p. 5.
  16. Sanford R.J., Beaubien L.A. Stress Analysis of Complex Part: Photoelasticity vs. Finite Elements. Exper. Mech. 1977, vol. 17, no. 12, pp. 441—448. DOI: 10.1007/BF02324666.

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Analysis of stress-strain state on top of a rectangular wedge

Vestnik MGSU 5/2014
  • Frishter Lyudmila Yur'evna - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Chair, Department of Higher Mathematic, 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 57-62

Modeling singular solutions of the elasticity theory problems, which are determined by geometric factor - bird's mouth of the edge, make it necessary to analyze the solutions with some peculiarity, which are obtained experimentally with the help of photoelasticity method. In this article the peculiar stress-strain state is analyzed on the example of the known experimental solutions for a wedge under a concentrated force obtained by M. Frocht. Solution analysis for a wedge with a power-type peculiarity obtained experimentally by photoelasticity method, helps to detach a singular solution field, where fringe contour is not visible. Due to idealization of the boundary shape and loading technique, infinitely large stresses arise, which are obtained as a singular solution of the boundary problem in a planar domain. Comparison of theoretical and experimental solutions obtained for a wedge shows areas of overlap and areas of significant and insignificant differences as a result of the inability to experimentally apply the force to a single point.

DOI: 10.22227/1997-0935.2014.5.57-62

References
  1. Kondrat'ev V.A. Asimptotika resheniya uravneniya Nov'e — Stoksa v okrestnosti uglovoy tochki granitsy [Asymptotics of Navier — Stokes Equations Solutions in the Area of Angular Edge Point]. Prikladnaya matematika i mekhanika [Applied Mathematics and Mechanics]. 1967, no. 1, pp. 119—123.
  2. Kuliev V.D. Singulyarnye kraevye zadachi [Singular Boundary Problems]. Moscow, Nauka Publ., 2005, 719 p.
  3. Parton V.Z., Perlin P.I. Metody matematicheskoy uprugosti [Methods of Mathematical Elasticity]. Moscow, Nauka Publ., 1981, pp. 305—325.
  4. Timoshenko S.P., Gud'er Dzh. Teoriya uprugosti [Elasticity Theory]. Moscow, Nauka Publ., 1975, 576 p.
  5. Aksentyan O.K. Osobennosti napryazhenno-deformirovannogo sostoyaniya plity v okrestnosti rebra [Peculiarities of Stress-Strain State of a Slab near Arris]. Prikladnaya matematika i mekhanika [Applied Mathematics and Mechanics]. 1967, vol. 31, no. 1, pp. 178—186.
  6. Vardanyan G.S., Savost'yanov V.N., Mozgaleva M.L., Frishter L.Yu. O sobstvennykh znacheniyakh v reshenii zadach dlya oblastey, soderzhashchikh neregulyarnye tochki [On Characteristic Values in Problems Solution for the Areas Containing Irregular Points]. Izvestiya vuzov. Stroitel'stvo [News of Higher Educational Institutions. Construction]. 2003, no. 3, pp. 28—31.
  7. Williams M.L. Stress Singularities Resulting from Various Boundary Conditions in Angular Corners of Plates in Extension. J. Appl. Mech. 1952, vol. 19, no. 4, p. 526.
  8. Williams M.L. The Complex Variable Approach to Stress Singularities. J. Appl. Mech. 1956, vol. 23, no. 3, p. 477.
  9. Frocht M.M. Photoelasticity. J. Wiley and Sons, London, 1965.
  10. Khesin G.L. Metod fotouprugosti [Photoelasticity Method]. In 3 volumes. Moscow, Stroyizdat Publ., 1975, vol. 3, pp. 311.
  11. Frishter L.Yu. O vozmozhnostyakh polucheniya metodom fotouprugosti napryazhennogo sostoyaniya v oblasti kontsentratsii napryazheniy [On the Possibilities to Obtain Stress State in the Area of Stress Concentration by the Photoelasticity Method]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2008, no. 1, pp. 165—168.
  12. Krasnov L.A. Tsvetnost' izokhrom v fotouprugosti. Eksperimental'naya mekhanika i raschet sooruzheniy [Isochrome Firmness in Photoelasticity]. Moscow, MGSU Publ., 2004, pp. 49—62.

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FORECASTING RELIABILITY OF A BUILDING WHILE INVESTIGATING ITS STRESS-STRAIN STATE DYNAMICS

Vestnik MGSU 10/2015
  • Zolina Tat’yana Vladimirovna - 18 Tatishcheva str., Astrakhan, 414000, Russian Federation Candidate of Technical Sciences, Professor, First Vice-rector, 18 Tatishcheva str., Astrakhan, 414000, Russian Federation, .
  • Sadchikov Pavel Nikolaevich - Astrakhan State University of Architecture and Civil Engineering (ASUACE) Candidate of Technical Sciences, Associate Professor, Department of Automated Design and Modeling Systems, Astrakhan State University of Architecture and Civil Engineering (ASUACE), 18 Tatishcheva st., Astrakhan, 414056, Russian Federation.

Pages 20-31

The article presents the results of evaluation and prediction of reliability a building of the ship hull shop of Astrakhan sea plant under the action of complex combination of stresses. Basing on the values of geometric and stiffness characteristics, a computational model of the object of the study was built. The results were obtained in the course of realization of the method of limiting states, taking into account the random character of the current loads and the strength properties of the materials. Their reliability was confirmed by a multiple conduction of the searching algorithm of mathematical expectations and indicators of variations in the calculated parameters of building structures and operating loads. Numerical characteristics were determined by the results of two surveys of natural oscillations of the framework. During the study the authors evaluated stress-strain state of the building of the ship hull shop both taking into account seismic disturbances and their absence. The calculation of the perception of the seismic load was carried with choosing the earthquake model implementation by mapping the impact of the earthquake in the form of a set of random processes with defining spectra of the input and output. The presented results were obtained by the complex automation of calculating integrated indicators. Its components are: safety factor, depreciation rate of structures, reliability index and the residual resource of the framework. When predicting the durability of the research object the correlation dependencies are built in the form of: a fictitious function of generalized load; time function of stress; generalized function of the reserve coefficient; function of working capacity of the carcass structures; function of the reliability index. The developed algorithm for estimating the reliability of an industrial building can be adopted for use as a tool for further research. Its implementation allows accurately tracking the kinetics of the stress-strain state of individual elements and the overall framework of a particular object in the time of operation.

DOI: 10.22227/1997-0935.2015.10.20-31

References
  1. Rayzer V.D. Teoriya nadezhnosti v stroitel’nom proektirovanii [Reliability Theory in Construction Design]. Moscow, ASV Publ., 1998, 304 p. (In Russian)
  2. Tamrazyan A.G. Otsenka riska i nadezhnosti konstruktsiy i klyuchevykh elementov —neobkhodimoe uslovie bezopasnosti zdaniy i sooruzheniy [Assessment of Risk and Reliability of Structures and Key Elements — A Necessary Condition for Safety of Buildings and Structures]. Vestnik TsNIISK im. V.A. Kucherenko «Issledovaniya po teorii sooruzheniy» [Proceedings of Central Research Institute of Building Structures named after V.A. Kucherenko “Investigations on Theory of Structures”]. Moscow, TsNIISK Publ., 1988, 2009, no. 1, pp. 160—171. (In Russian)
  3. Bolotin V.V. Prognozirovanie resursa mashin i konstruktsiy [Resource Forecast of Machines and Structures]. Moscow, Mashinostroenie Publ., 1984, 312 p. (In Russian)
  4. Zolina T.V. Svodnyy algoritm rascheta promyshlennogo ob”ekta na deystvuyushchie nagruzki s otsenkoy ostatochnogo resursa [Synthesis Algorithm for Calculating Existing Load on an Industrial Facility with the Assessment of Residual Life]. Promyshlennoe i grazhdanskoe stroitel’stvo [Industrial and Civil Engineering]. 2014, no. 6, pp. 3—5. (In Russian)
  5. Zolina T.V., Sadchikov P.N. Kontseptual’naya skhema issledovaniya napryazhenno-deformirovannogo sostoyaniya promyshlennogo zdaniya [Conceptual Scheme for Investigating the Stress-Strain State of an Industrial Building]. Vestnik Volgogradskogo gosudarstvennogo arkhitekturno-stroitel’nogo universiteta. Seriya: Stroitel’stvo [Proceedings of Volgograd State University of Architecture and Civil Engineering. Construction Series]. 2013, no. 33 (52), pp. 47—50. (In Russian)
  6. Tamrazyan A.G. K zadacham monitoringa riska zdaniy i sooruzheniy [To the Tasks of Monitoring the Risks of Buildings and Structures]. Stroitel’nye materialy, oborudovanie, tekhnologii XXI veka [Building Materials, Equipment, Technologies of the 21st Century]. 2013, no. 3 (170), pp. 19—21. (In Russian)
  7. Tamrazyan A.G. Otsenka obobshchennogo riska promyshlennykh ob”ektov, svyazannogo so stroitel’stvom i ekspluatatsiey [Estimation of Generalized Risk of Industrial Objects Associated with Construction and Operation]. Stroitel’nye materialy, oborudovanie, tekhnologii XXI veka [Building Materials, Equipment, Technologies of the 21st Century]. 2011, no. 11 (154), pp. 34—35. (In Russian)
  8. Tamrazyan A.G. Osnovnye printsipy otsenki riska pri proektirovanii zdaniy i sooruzheniy [Basic Principles of Risk Assessment in Structural Engineering]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2011, no. 2—1, pp. 21—27. (In Russian)
  9. Zolina T.V., Sadchikov P.N. Revisiting the Reliability Assessment of Frame Constructions of Industrial Building. Applied Mechanics and Materials. 2015, vol. 752—753, pp. 1218—1223. DOI: http://dx.doi.org/10.4028/www.scientific.net/AMM.752-753.1218.
  10. Fedorov B.C., Graminovskiy N.A. Analiz skhodimosti rezul’tatov rascheta nekotorykh programmnykh kompleksov [Convergence Analysis of Calculation Results of Some Software Complexes]. Stroitel’naya mekhanika inzhenernykh konstruktsiy i sooruzheniy [Structural Mechanics of Engineering Structures and Facilities]. 2007, no. 1, pp. 25—29. (In Russian)
  11. Zolina T.V., Sadchikov P.N. Avtomatizirovannaya sistema rascheta promyshlennogo zdaniya na kranovye i seysmicheskie nagruzki [Automated System of Calculating Crane and Seismic Loads of Industrial Buildings]. Promyshlennoe i grazhdanskoe stroitel'stvo [Industrial and Civil Engineering]. 2012, no. 8, pp. 14—16. (In Russian)
  12. Bondarenko V.M., Fedorov V.S. Modeli v teoriyakh deformatsii i razrusheniya stroitel’nykh materialov [Models in Theories of Deformation and Fracture of Building Materials]. Academia. Arkhitektura i stroitel’stvo [Academia. Architecture and Construction]. 2013, no. 2, pp. 103—105. (In Russian)
  13. Bolotin V.V. Stochastic Models of Fracture with Applications to the Reliability Theory. Structural Safety and Reliability. Amsterdam, Oxford, New York, Elsevier, 1981, pp. 31—56.
  14. Ditlevsen O. Reliability against Defect Generated Fracture. Journal of Structural Mechanics. 1981, vol. 9, no. 2, pp. 115—137. DOI: http://dx.doi.org/10.1080/03601218108907379.
  15. Blockley D.I. Reliability Theory — Incorporating Gross Errors. Structural Safety and Reliability. Eds. T. Moan, M. Shinozuka. Amsterdam, Oxford, New York, Elsevier, 1981, pp. 259—282.
  16. Lychev A.S. Veroyatnostnye metody rascheta stroitel’nykh elementov i system [Probabilistic Methods for Calculation of Building Components and Systems]. Moscow, ASV Publ., 1995, 143 p. (In Russian)
  17. Gordeev V.N., Lantukh-Lyashchenko A.I., Pashinskiy V.A., Perel’muter A.V., Pichugin S.F.Nagruzki i vozdeystviya na zdaniya i sooruzheniya [Loads and Effects on Buildings and Structures]. Moscow, ASV Publ., 2007, 482 p. (In Russian)
  18. Gordeev V.N., Lantukh-Lyashchenko A.I., Pashinskiy V.A., Perel’muter A.V., Pichugin S.F.Nagruzki i vozdeystviya na zdaniya i sooruzheniya [Loads and Effects on Buildings and Structures]. Moscow, 3rd edition, revised. ASV Publ., 2011, 528 p. (In Russian).
  19. Lin Y.K., Shih T.Y. Column Response to Horizontal and Vertical Earthquakes. Journal of Engineering Mechanics Division, ASCE. 1980, vol. 106, no. EM-6, pp. 1099—1109.
  20. Tamrazyan A.G. Raschet elementov konstruktsiy pri zadannoy nadezhnosti i normal’nom raspredelenii nagruzki i nesushchey sposobnosti [Design of Structural Elements in the Event of the Preset Reliability, Regular Load and Bearing Capacity Distribution]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 10, pp. 109—115. (In Russian)
  21. Pshenichkina V.A., Belousov A.S., Kuleshova A.N., Churakov A.A. Nadezhnost’ zdaniy kak prostranstvennykh sostavnykh sistem pri seysmicheskikh vozdeystviyakh [Reliability of Buildings as Spatial Composite Systems under Seismic Actions]. Volgograd, VolgGASU Publ., 2010, 180 p. (In Russian)
  22. Hoef N.P. Risk and Safety Considerations at Different Project Phases. Safety, Risk and Reliability — Trends in Engineering. International Conference, Malta. 2001, pp. 1—8.
  23. Moan T., Holand I. Risk Assessment of Offshore Structures: Experience and Principles. Structural Safety and Reliability. Eds. T. Moan, M. Shinozuka. Amsterdam, Oxford, New York, Elsevier, 1981, pp. 803—820.
  24. Tamrazyan A.G. Obosnovanie priemlemogo urovnya riska [Substantiation of an Acceptable Risk Level]. Izvestiya Orlovskogo gosudarstvennogo tekhnicheskogo universiteta. Seriya: Stroitel’stvo i transport [News of Orel State Technical University. Series: Construction and Transportation]. 2007, no. 4—16, pp. 107—108. (In Russian)

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The history and development prospects of one of the methods for solving multidimensional problems of structural mechanics

Vestnik MGSU 12/2015
  • Mkrtychev Oleg Vartanovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, Head of Research Laboratory “Reliability and Earthquake Engineering”, Professor, Department of Strength of Materials, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.
  • Dorozhinskiy Vladimir Bogdanovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Assistant Lecturer, Department of Strength of Materials, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.
  • Sidorov Dmitriy Sergeevich - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Assistant Lecturer, Department of Strength of Materials, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.

Pages 66-75

Earthquakes can be very strong and can lead to significant damages. Effect of earthquakes depend on seismic action characteristics (intensity, spectral composition, etc.), foundation soil properties in region of construction, design and construction quality. In seismically dangerous regions structural calculations the current design standards suppose the use of the coefficient K1, which takes account the non-linear work of construction material and the allowable damages of structures. Our research shows that a stiffening core fails in case of intensive earthquake if the walls are designed according to current design standards. Thus, plastic deformations do not occur and develop in the supporting elements at the beginning of the process, so the lowering coefficient K1 should be disregarded. As stiffening core is projected with account for the reduction factor K1, the existing reinforcement is not enough for standing the emerging stress and its failure happens followed by a redistribution of the stress to frame columns. The columns are also projected with account for the reduction factor K1 and are not able to take such an increase stress beyond design. There is destruction of column frame and complete collapse of the building. So seismic resistance of bearing structures is reduced several times. The approach to estimating K1 must be responsible, based on the latest scientific research, which sometimes could not be done according to the acting design standards.

DOI: 10.22227/1997-0935.2015.12.66-75

References
  1. Aptikaev F.F. Mery po snizheniyu ushcherba ot zemletryaseniy [Measures to Reduce Earthquake Damage]. Prirodnye opasnosti Rossii [Natural Hazards of Russia]. Moscow, Kruk Publ., 2000, chapter 7, pp. 165—195. (In Russian)
  2. Bednyakov V.G., Nefedov S.S. Otsenka povrezhdaemosti vysotnykh i protyazhennykh zdaniy i sooruzheniy zheleznodorozhnogo transporta pri seysmicheskikh vozdeystviyakh [Evaluation of Seismic Damage to High and Extended Buildings and Structures of Railway Transport]. Transport: nauka, tekhnika, upravlenie [Transport: Science, Technology, Management]. 2003, no. 12, pp. 24—32. (In Russian)
  3. Polyakov S.V. Posledstviya sil’nykh zemletryaseniy [Consequences of Strong Earthquakes]. Moscow, Stroyizdat Publ., 1978, 311 p. (In Russian)
  4. Pshenichkina V.A., Zolina T.V., Drozdov V.V., Kharlanov V.L. Metodika otsenki seysmicheskoy nadezhnosti zdaniy povyshennoy etazhnosti [Methods of Estimating Seismic Reliability of High-Rise Buildings]. Vestnik Volgogradskogo gosudarstvennogo arkhitekturno-stroitel’nogo universiteta. Seriya: Stroitel’stvo i arkhitektura [Bulletin of Volgograd State University of Architecture and Civil Engineering. Series: Construction and Architecture]. 2011, no. 25, pp. 50—56. (In Russian).
  5. Khachatryan S.O. Spektral’no-volnovaya teoriya seysmostoykosti [Spectral-Wave Theory of Seismic Stability]. Seysmostoykoe stroitel’stvo. Bezopasnost’ sooruzheniy [Antiseismic Construction. Structures Safety]. 2004, no. 3, pp. 58—61. (In Russian)
  6. Radin V.P., Trifonov O.V., Chirkov V.P. Model’ mnogoetazhnogo karkasnogo zdaniya dlya raschetov na intensivnye seysmicheskie vozdeystviya [A Model of Multi-Storey Frame Buildings for Calculations on Intensive Seismic Effects]. Seysmostoykoe stroitel’stvo. Bezopasnost’ sooruzheniy [Antiseismic Construction. Safety of Structures]. 2001, no. 1, pp. 23—26. (In Russian)
  7. Tyapin A.G. Raschet sooruzheniy na seysmicheskie vozdeystviya s uchetom vzaimodeystviya s gruntovym osnovaniem [Structural Analysis on Seismic Effects With Account for Interaction with Soil Foundation]. Moscow, ASV Publ., 2013, 399 p. (In Russian)
  8. Chopra Anil K. Elastic Response Spectrum: A Historical Note. Earthquake Engineering and Structural Dynamics. 2007, vol. 36, no. 1, pp. 3—12. DOI: http://dx.doi.org/10.1002/eqe.609.
  9. Khavroshkin O.B., Tsyplakov V.V. Nelineynaya seysmologiya: nekotorye fundamental’nye i prikladnye problemy razvitiya [Nonlinear Seismology: Some Fundamental and Applied Problems of Development]. Fundamental’nye nauki — narodnomu khozyaystvu : sbornik [Fundamental Sciences to National Economy : Collection]. Moscow, Nauka Publ., 1990, pp. 363—367. (In Russian)
  10. Stefanishin D.V. K voprosu otsenki i ucheta seysmicheskogo riska pri prinyatii resheniy [Assessment and Consideration of Seismic Risk in Decision-Making]. Predotvrashchenie avariy zdaniy i sooruzheniy : sbornik nauchnykh trudov [Preventing Accidents of Buildings and Structures: Collection of Scientific Works]. 10.12.2012. Available at: http://www.pamag.ru/pressa/calculation_seismic-risk. (In Russian)
  11. Simbort E.Kh.S. Metodika vybora koeffitsienta reduktsii seysmicheskikh nagruzok K1 pri zadannom urovne koeffitsienta plastichnosti m [Methodology of Selecting Seismic Loads Gear Ratio of Reduction K1 with Given Plastic Ratio m]. Inzhenerno-stroitel’nyy zhurnal [Engineering and Construction Journal]. 2012, vol. 27, no. 1, pp. 44—52. (In Russian)
  12. Mkrtychev O.V., Dzhinchvelashvili G.A. Analiz ustoychivosti zdaniya pri avariynykh vozdeystviyakh [Analysis of Building Sustainability during Emergency Actions]. Nauka i tekhnika transporta [Science and Technology on Transport]. 2002, no. 2, pp. 34—41. (In Russian)
  13. Mkrtychev O.V., Yur’ev R.V. Raschet konstruktsiy na seysmicheskie vozdeystviya s ispol’zovaniem sintezirovannykh akselerogramm [Structural Analysis on Seismic Effects Using Synthesized Accelerograms]. Promyshlennoe i grazhdanskoe stroitel’stvo [Industrial and Civil Engineering]. 2010, no. 6, pp. 52—54. (In Russian)
  14. Dzhinchvelashvili G.A., Mkrtychev O.V. Effektivnost’ primeneniya seysmoizoliruyushchikh opor pri stroitel’stve zdaniy i sooruzheniy [Effectiveness of Seismic Isolation Bearings during the Construction of Buildings and Structures]. Transportnoe stroitel’stvo [Transport Construction]. 2003, no. 9, pp. 15—19. (In Russian)
  15. Mkrtychev O.V. Bezopasnost’ zdaniy i sooruzheniy pri seysmicheskikh i avariynykh vozdeystviyakh [Safety of Buildings and Structures in Case of Seismic and Emergency Loads]. Moscow, MGSU Publ., 2010, 152 p. (In Russian)
  16. Datta T.K. Seismic Analysis of Structures. John Wiley & Sons (Asia) Pte Ltd, 2010, 464 p.
  17. Dr. Sudhir K. Jain, Dr. C.V.R. Murty. Proposed Draft Provisions and Commentary on Indian Seismic Code IS 1893 (Part 1). Kanpur, Indian Institute of Technology Kanpur, 2002, 158 p.
  18. Guo Shu-xiang, Lü Zhen-zhou. Procedure for Computing the Possibility and Fuzzy Probability of Failure of Structures. Applied Mathematics and Mechanics. 2003, vol. 24, no. 3, pp. 338—343. DOI: http://dx.doi.org/10.1007/BF02438271.
  19. Housner G.W. The Plastic Failure of Frames during Earthquakes. Proceedings of the 2nd WCEE, Tokyo&Kyoto. Japan, 1960, vol. II, pp. 997—1012
  20. Pintoa P.E., Giannini R., Franchin P. Seismic Reliability Analysis of Structures. Pavia, Italy, IUSS Press, 2004, 370 p.

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Comparison of linear spectral and nonlinear dynamic calculation method for tie frame building structure in case of earthquakes

Vestnik MGSU 1/2016
  • Mkrtychev Oleg Vartanovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, head, Scientific Laboratory of Reliability and Seismic Resistance of Structures, Professor, Department of Strength of Materials, Moscow State University of Civil Engineering (National Research University) (MGSU), ; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Bunov Artem Anatol’evich - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, engineer, Department of Strength of Materials, 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 .
  • Dorozhinskiy Vladimir Bogdanovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Assistant Lecturer, Department of Strength of Materials, 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 57-67

An earthquake is a rapid highly nonlinear process. In effective normative documents there is a coefficient K1, which takes into account limit damage of building structures, i.e. non-linear work of building materials and structures during seismic load. Its value depends on the building constructive layout. However, because of the development of construction and new constructive solutions this coefficient should be defined according to design-basis justification. The article considers the five-storey building calculation on seismic impact by linear-spectral and direct dynamic methods. Our research shows that the coefficient K1 for this building is 0.4, which was calculated using nonlinear dynamic method. According to effective normative documents K1 is 0.25…0.3 for buildings of this type. Thus we get a lack of seismic stability of bearing structures by 1.5…2 times. In order to ensure the seismic safety of buildings and facilities, especially of unique objects, the coefficient K1 should be determined by calculations with sufficient scientific justification, particularly with the use of non-linear dynamic methods.

DOI: 10.22227/1997-0935.2016.1.57-67

References
  1. Khavroshkin O.B., Tsyplakov V.V. Nelineynaya seysmologiya: nekotorye fundamental’nye i prikladnye problemy razvitiya [Nonlinear Seismology: Some Fundamental and Applied Problems of Development]. Fundamental’nye nauki — narodnomu khozyaystvu : sbornik [Fundamental Sciences to National Economy : Collection]. Moscow, Nauka Publ., 1990, pp. 363—367. (In Russian)
  2. Polyakov S.V. Posledstviya sil’nykh zemletryaseniy [Consequences of Strong Earthquakes]. Moscow, Stroyizdat Publ., 1978, 311 p. (In Russian)
  3. Tyapin A.G. Raschet sooruzheniy na seysmicheskie vozdeystviya s uchetom vzaimodeystviya s gruntovym osnovaniem [Structural Analysis on Seismic Effects with Account for Interaction with Soil Foundation]. Moscow, ASV Publ., 2013, 399 p. (In Russian)
  4. Aptikaev F.F. Mery po snizheniyu ushcherba ot zemletryaseniy [Measures to Reduce Earthquake Damage]. Prirodnye opasnosti Rossii [Natural Hazards of Russia]. Moscow, Kruk Publ., 2000, chapter 7, pp. 165—195. (In Russian)
  5. Mkrtychev O.V. Bezopasnost’ zdaniy i sooruzheniy pri seysmicheskikh i avariynykh vozdeystviyakh [Safety of Buildings and Structures in Case of Seismic and Emergency Loads]. Moscow, MGSU Publ., 2010, 152 p. (In Russian)
  6. Bednyakov V.G., Nefedov S.S. Otsenka povrezhdaemosti vysotnykh i protyazhennykh zdaniy i sooruzheniy zheleznodorozhnogo transporta pri seysmicheskikh vozdeystviyakh [Evaluation of Seismic Damage to High and Extended Buildings and Structures of Railway Transport]. Transport: nauka, tekhnika, upravlenie [Transport: Science, Technology, Management]. 2003, no. 12, pp. 24—32. (In Russian)
  7. Radin V.P., Trifonov O.V., Chirkov V.P. Model’ mnogoetazhnogo karkasnogo zdaniya dlya raschetov na intensivnye seysmicheskie vozdeystviya [A Model of Multi-Storey Frame Buildings for Calculations on Intensive Seismic Effects]. Seysmostoykoe stroitel’stvo. Bezopasnost’ sooruzheniy [Antiseismic Construction. Safety of Structures]. 2001, no. 1, pp. 23—26. (In Russian)
  8. Pshenichkina V.A., Zolina T.V., Drozdov V.V., Kharlanov V.L. Metodika otsenki seysmicheskoy nadezhnosti zdaniy povyshennoy etazhnosti [Methods of Estimating Seismic Reliability of High-Rise Buildings]. Vestnik Volgogradskogo gosudarstvennogo arkhitekturno-stroitel’nogo universiteta. Seriya: Stroitel’stvo i arkhitektura [Bulletin of Volgograd State University of Architecture and Civil Engineering. Series: Construction and Architecture]. 2011, no. 25, pp. 50—56. (In Russian)
  9. Stefanishin D.V. K voprosu otsenki i ucheta seysmicheskogo riska pri prinyatii resheniy [Assessment and Consideration of Seismic Risk in Decision-Making]. Predotvrashchenie avariy zdaniy i sooruzheniy : sbornik nauchnykh trudov [Preventing Accidents of Buildings and Structures: Collection of Scientific Works]. 10.12.2012. Available at: http://www.pamag.ru/pressa/calculation_seismic-risk. (In Russian)
  10. Simbort E.Kh.S. Metodika vybora koeffitsienta reduktsii seysmicheskikh nagruzok K1 pri zadannom urovne koeffitsienta plastichnosti m [Methodology of Selecting Seismic Loads Gear Ratio of Reduction K1 with Given Plastic Ratio µ]. Inzhenerno-stroitel’nyy zhurnal [Engineering and Construction Journal]. 2012, vol. 27, no. 1, pp. 44—52. (In Russian)
  11. Khachatryan S.O. Spektral’no-volnovaya teoriya seysmostoykosti [Spectral-Wave Theory of Seismic Stability]. Seysmostoykoe stroitel’stvo. Bezopasnost’ sooruzheniy [Antiseismic Construction. Structures Safety]. 2004, no. 3, pp. 58—61. (In Russian)
  12. Chopra Anil K. Elastic Response Spectrum: A Historical Note. Earthquake Engineering and Structural Dynamics. 2007, vol. 36, no. 1, pp. 3—12. DOI: http://dx.doi.org/10.1002/eqe.609.
  13. Mkrtychev O.V., Dzhinchvelashvili G.A. Analiz ustoychivosti zdaniya pri avariynykh vozdeystviyakh [Analysis of Building Sustainability during Emergency Actions]. Nauka i tekhnika transporta [Science and Technology on Transport]. 2002, no. 2, pp. 34—41. (In Russian)
  14. Mkrtychev O.V., Yur’ev R.V. Raschet konstruktsiy na seysmicheskie vozdeystviya s ispol’zovaniem sintezirovannykh akselerogramm [Structural Analysis on Seismic Effects Using Synthesized Accelerograms]. Promyshlennoe i grazhdanskoe stroitel’stvo [Industrial and Civil Engineering]. 2010, no. 6, pp. 52—54. (In Russian)
  15. Dzhinchvelashvili G.A., Mkrtychev O.V. Effektivnost’ primeneniya seysmoizoliruyushchikh opor pri stroitel’stve zdaniy i sooruzheniy [Effectiveness of Seismic Isolation Bearings during the Construction of Buildings and Structures]. Transportnoe stroitel’stvo [Transport Construction]. 2003, no. 9, pp. 15—19. (In Russian)
  16. Datta T.K. Seismic Analysis of Structures. John Wiley & Sons (Asia) Pte Ltd. 2010, 464 p.
  17. Dr. Sudhir K. Jain, Dr. C.V.R. Murty. Proposed Draft Provisions and Commentary on Indian Seismic Code IS 1893 (Part 1). Kanpur, Indian Institute of Technology Kanpur, 2002, 158 p.
  18. Guo Shu-xiang, Lü Zhen-zhou. Procedure for Computing the Possibility and Fuzzy Probability of Failure of Structures. Applied Mathematics and Mechanics. 2003, vol. 24, no. 3, pp. 338—343. DOI: http://dx.doi.org/10.1007/BF02438271.
  19. Housner G.W. The Plastic Failure of Frames during Earthquakes. Proceedings of the 2nd WCEE, Tokyo&Kyoto. Japan, 1960, vol. II, pp. 997—1012.
  20. Pintoa P.E., Giannini R., Franchin P. Seismic Reliability Analysis of Structures. Pavia, Italy, IUSS Press, 2004, 370 p.

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