LONG-TERM STRENGTH OF COATINGS BASED ON SOL-SILICATE PAINT

Vestnik MGSU 7/2018 Volume 13
  • Loganina Valentina Ivanovna - Penza State University of Architecture and Construction Doctor of technical Sciences, professor, head. Department “Quality Management and construction production technologies”, Penza State University of Architecture and Construction, 28 Germana Titova st., Penza, 440028, Russian Federation.
  • Kislitsyna Svetlana Nikolaevna - Penza State University of Architecture and Construction Candidate of technical Sciences, associate Professor of the Department “Technology of building materials and wood processing”, Penza State University of Architecture and Construction, 28 Germana Titova st., Penza, 440028, Russian Federation.
  • Mazhitov Erkebulan Bisengalieva - Penza State University of Architecture and Construction Postgraduate Student of the Department “Quality Management and construction technologies”, Penza State University of Architecture and Construction, 28 Germana Titova st., Penza, 440028, Russian Federation.

Pages 877-884

Subject: durability of coating based on silicate paints. The article substantiates the prerequisites for using sol-silicate paints for finishing exterior walls of buildings. Sol-silicate paints obtained by mixing the sol of silicic acid with sodium liquid glass are considered. The features of formation of the structure of polysilicate solutions have been studied. Materials and methods: silicate and sol silicate paints. Polysilicate solutions were obtained by the interaction of stabilized solutions of colloidal silica (sols) with aqueous solutions of alkaline silicates (liquid glasses). The sol of the silicic acid Nanosil 20 and Nanosil 30 was used. For determining the long-term strength, samples measuring 10 ? 30 mm were cut from a free paint and varnish film. To evaluate the parameters of the activation energy, a series of experiments were performed to measure the longevity at various constant temperatures and stresses. Results: a higher value of the activation energy and a lower value of the structure-sensitive factor for coatings based on a polysilicate solution indicate their great strength and durability. When coatings are wetted, a decrease in the activation energy of destruction is observed, and it is more significant in coatings based on potassium liquid glass, and an increase in the structure-sensitive coefficient is also observed. Conclusions: studies have been carried out to evaluate the long-term strength of coatings based on silicate paints. It has been established that the activation energy of destruction of coatings based on polysilicate solutions is higher than the activation energy of destruction of coatings based on liquid glass. The values of the structure-sensitive factor are calculated. The results of the conducted studies and calculations indicate a higher resistance of coatings based on the potassium polysilicate solution.

DOI: 10.22227/1997-0935.2018.7.877-884

Download

MODELLING OF A METAL RIBBED CYLINDRICAL PANEL

Vestnik MGSU 2/2012
  • Raschepkina Svetlana Alekseevna - Balakovo Institute of Technique, Technology and Management, Affiliate of Saratov State Technical University Candidate of Technical Sciences, Senior Lecturer, Deputy Head of Department of Industrial and Civil Engineering 8 (453) 44-47-90, Balakovo Institute of Technique, Technology and Management, Affiliate of Saratov State Technical University, 140 Chapaeva St., Saratov Region, Balakovo; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Bojchuk Sergej Vasil'evich - Balakovo Institute of Technique, Technology and Management, Affiliate of Saratov State Technical University Assistant Lecturer 8 (453) 44-47-90, Balakovo Institute of Technique, Technology and Management, Affiliate of Saratov State Technical University, 140 Chapaeva St., Saratov Region, Balakovo.

Pages 84 - 90

The results of research of a newly developed metal cylindrical panel in the course of its shaping, and procedure of verification of the computer model are presented in the paper. The computer model of the panel under consideration, developed through selection of the finite element as a result of reshaping designated to ensure the formation of a plastic hinge in the points of junction between the principal element (the plate) and the stripes, makes it possible to perform a sufficiently accurate analysis of experimental and theoretical data of structures of ribbed panels under consideration.
Application of the finite elements method in the course of development of computer models for the purpose of research of the process of shaping of ribbed panels at each stage of pumping of compressed air into the panel, makes it possible to assess the alteration of the stress-strained state of the structure and to identify the parameters of the new cylindrical ribbed panel with a high degree of accuracy, including such parameters as the radius of curvature , swell ratio , and compression ratio .

DOI: 10.22227/1997-0935.2012.2.84 - 90

References
  1. Raschepkina S.A. Metallicheskie emkosti iz legkih konstrukcij povyshennoj transportabel'nosti [Metal Tanks Made of Lightweight Structures of Enhanced Transportability]. Saratov, SGTU, 2007, 288 p.
  2. Raschepkina S.A., Bojchuk S.V. Jeksperimental'nye issledovanija metallicheskih panelej s polymi rebrami [Experimental Research of Metal Panels with Hollow Ribs]. International Scientific and Technical Conference “Jeffektivnye Stroitel'nye Konstrukcii: Teorija i Praktika” [Effective Building Structures: Theory and Practice], collection of papers, Penza University of Architecture and Civil Engineering, 2008. pp. 49—52.
  3. Gorodeckij A.S., Evzerov I.D. Komp'juternye modeli konstrukcij [Computer Models of Structures], Moscow, ASV, 2009. 360 p.
  4. Raschepkina S.A. Novye prostranstvennye rebristye metallicheskie konstrukcii zdanij i sooruzhenij [New Three-dimensional Metal Ribbed Structures of Buildings and Facilities], Promyshlennoe i grazhdanskoe stroitel'stvo [Industrial and Civil Engineering], 2009, Issue # 7, pp. 48—50.

Download

Field tests and numerical experiments of composite reinforced concrete floor

Vestnik MGSU 11/2015
  • Zamaliev Farit Sakhapovich - Department of Metal Structures and Testing of Structures, Kazan State University of Architecture and Engineering (KSUAE) Candidate of Technical Sciences, Professor, Associate Professor, Department of Metal Structures and Testing of Structures, Kazan State University of Architecture and Engineering (KSUAE), 1 Zelenaya st., Kazan, 420043, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Morozov Vadim Andreevich - Kazan State University of Architecture and Engineering (KSUAE) Master, Department of Metal Constructions and Test of Structures, Kazan State University of Architecture and Engineering (KSUAE), 1 Zelenaya str., Kazan, 420043, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 58-67

In the recent years there appeared a tendency of widening the use of composite reinforced concrete structures in Russian construction practice, which keeps current the further investigations of their stress-strain state. In order to estimate the stress-strain state of composite reinforced concrete structures different methods are used: both analytical and experimental. In spite of material and labour costs field tests give the most correct indexes of the behavior of structures in actual operating conditions. The experimental investigations of composite reinforced concrete floors of civil buildings having considerable slenderness allow exploring new qualitative data of their stress-strain state. The authors offer the analysis of experimental investigations of composite reinforced concrete structures, in particular, composite reinforced concrete floor. They described geometrical and physical parameters of a test piece, the methods of measurements and tests, the experiment’s results are analyzed. The charts of flexure, stress blocks and distribution of moments are offered. The authors also give the results of numerical experiments and comparisons of stress-strain state of composite reinforced concrete floor with the results of field tests and their analysis.

DOI: 10.22227/1997-0935.2015.11.58-67

References
  1. Almazov V.O. Problemy ispol’zovaniya Evrokodov v Rossii [Problems of Using Eurocodes in Russia]. Promyshlennoe i grazhdanskoe stroitel’stvo [Industrial and Civil Engineering]. 2012, no. 7, pp. 36—38. (In Russian)
  2. Eurocode 2: Design of Concrete Structures — Part 1: General Rules for Buildings. European Committee for Standardization, 2002, 226 p.
  3. Mirsayapov I.T., Zamaliev F.S., Shaymardanov R.I. Otsenka prochnosti normal’nykh secheniy stalezhelezobetonnykh izgibaemykh elementov pri odnokratnom kratkovremennom staticheskom nagruzhenii [Estimating the Stability of Normal Sections of Composite Reinforced Concrete Bending Elements at Single Short-Term Static Loading]. Vestnik Volzhskogo regional’nogo otdeleniya RAASN [Proceedings of Volga Regional Department of Russian Academy of Architecture and Construction Sciences]. 2002, no. 5, pp. 247—250. (In Russian)
  4. Salmon Ch.G. Handbook of Composite Construction Engineering. Part 2: Composite Steel-concrete Construction. New York, 1982, pp. 41—79.
  5. Mirsayapov I.T., Zamaliev F.S. Stalezhelezobetonnye izgibaemye konstruktsii dlya usloviy rekonstruktsii i otsenka ikh prochnosti [Composite Reinforced Concrete Bending Structures for the Conditions of Reconstruction and Estimation of their Stability]. Materialy II mezhregional’nogo nauchno-prakticheskogo seminara [Materials of the 2nd Interregional Science and Practice Seminar]. Cheboksary, 2001, pp. 67—70. (In Russian)
  6. Hendy C.R., Johnson R. Designers’ Guide to EN 1994-2 Eurocode 4: Design of Composite Steel and Concrete Structures. Part 2, General Rules and Rules for Bridges. Thomas Telford Ltd., 2006, 208 p.
  7. Almazov V.O. Garmonizatsiya stroitel’nykh norm: neobkhodimost’ i vozmozhnosti [Harmonization of Construction Norms: Necessity and Possibilities]. Promyshlennoe i grazhdanskoe stroitel’stvo [Industrial and Civil Engineering]. 2007, no. 1, pp. 51—54. (In Russian)
  8. Pekin D.A. Plitnaya stalezhelezobetonnaya konstruktsiya [Slabby Composite Reinforced Concrete Structure]. Moscow, ASV Publ., 2010, 440 p. (In Russian)
  9. Naeda Y., Abe H. State of the Art on Steel-Concrete Composite Construction in Japan. Civil Engineering in Japan. Tokyo, 1983, vol. 22, pp. 29—45.
  10. Salmon Ch.G. Handbook of Composite Construction Engineering. Part 2: Composite Steel-Concrete Construction. New York, 1982, pp. 41—79.
  11. Bresler B. Reinforced Concrete Engineering. Vol. 1. Materials, Structural Elements, Safety. Copyright 1974, pr. 236—241.
  12. Pilkey W.D. Peterson’s Stress Construction Factors. 2nd ed. John Wileys and sons Inc, 2000, 508 p.
  13. Corley W.G., Hawkins N.M. Shearhead Reinforcement for Slabs. J. of the American Concrete Institute. 1968, vol. 65, no. 10, pp. 811—824. DOI: http://dx.doi.org/10/1/1968.
  14. Belkin A.E., Gavryushin S.S. Raschet plastin metodom konechnykh elementov [Calculation of Slabs Using Finite Element Method]. Moscow, MGTU im. N.E. Baumana Publ., 2008, 232 p. (In Russian)
  15. Zamaliev F.S., Shaymardanov R.I. Eksperimental’nye issledovaniya stalezhelezobetonnykh konstruktsii na krupnomasshtabnykh modelyakh [Experimental Investigations of Composite Reinforced Concrete Structures Using Large-Scale Models]. Izvestiya Kazanskogo gosudarstvennogo arkhitekturno-stroitel’nogo universiteta [Kazan State University of Architecture and Engineering News]. 2008, no. 2 (10), pp. 47—52. (In Russian)
  16. Zamaliev F.S. Eksperimental’nye issledovaniya prostranstvennoy raboty stalezhelezobetonnykh konstruktsiy [Experimental Research of Three-dimensional Performance of Composite Steel and Concrete Structures]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 12, pp. 53—60. (In Russian)
  17. Zamaliev F.S. Chislennye eksperimenty v issledovaniyakh prostranstvennoy raboty stalezhelezobetonnykh perekrytiy [Numerical Experiments in Investigations of Space Operation of Composite Reinforced Concrete Slabs]. Izvestiya Kazanskogo gosudarstvennogo arkhitekturno-stroitel’nogo universiteta [Kazan State University of Architecture and Engineering News]. 2012, no. 4 (22), pp. 102—107. (In Russian)
  18. Gibshman E.E. Proektirovanie stal’nykh konstruktsiy, ob”edinennykh s zhelezobetonom, v avtodorozhnykh mostakh [Design of Steel Structures Combined with Reinforced Concrete in Railway Bridges]. Moscow, Avtotransizdat Publ., 1956, 231 p. (In Russian)
  19. Gibshman M.E. Raschet kombinirovannykh konstruktsiy mostov s uchetom usadki i sil iskusstvennogo regulirovaniya [Calculation of Combined Structures of Bridges with Account for Shrinkage and Forces of Artificial Control]. Beton i zhelezobeton [Concrete and Reinforced Concrete]. 1963, no. 2, pp. 31—34. (In Russian)
  20. Streletskiy N.N. Stalezhelezobetonnye proletnye stroeniya mostov [Composite Reinforced Concrete Bridge Frameworks]. 2-nd edition, enlarged. Moscow, Transport Publ., 1981, 360 p. (In Russian)

Download

NUMERICAL AND FULL-SCALE EXPERIMENTS OF PRESTRESSED HYBRID REINFORCED CONCRETE-STEEL BEAMS

Vestnik MGSU 3/2018 Volume 13
  • Zamaliev Farit Sakhapovich - Department of Metal Structures and Testing of Structures, Kazan State University of Architecture and Engineering (KSUAE) Candidate of Technical Sciences, Professor, Associate Professor, Department of Metal Structures and Testing of Structures, Kazan State University of Architecture and Engineering (KSUAE), 1 Zelenaya st., Kazan, 420043, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 309-321

Recently, civil buildings are increasingly using composite reinforced concrete and steel (RCS) structures (beams, slabs, columns). Prestress in RCS structures has not yet found such a spread as, for example, in reinforced concrete and metal structures, although its use is known from technical sources. The present article is devoted to the evaluation of the stress-strain state of prestressed RCS beams. The procedure and results of computer modeling of the response of composite RCS beams consisting of steel I-beam, anchors, prestressed reinforcement and concrete are given. Two variants of arrangement of prestressed reinforcement are considered. According to the data of numerical studies, full-scale samples of beam models were made and their tests were carried out. The article presents the test procedure, the results of experimental studies in the form of graphs, diagrams. At the end of the article, analytical expressions are given for analysis of composite RCS beams of the described cross-section. Results of calculations, comparison of the results of numerical and full-scale experiments are presented. Subject: based on computer simulation and full-scale experiments, the stress-strain state of prestressed composite beams was investigated. Beams were studied with the arrangement of prestressed reinforcement along the I-beam flanges and along the envelope of the bending moment diagram. Research objectives: analyze the stress-strain state of beams, identify effectiveness of the arrangement of prestressed reinforcement. Materials and methods: for full-scale experiments, steel I-beams with lateral cavities filled with concrete were adopted, rod reinforcement was used as a prestressed reinforcement, and a dynamometric key was used for prestress (preload). ANSYS software package was used for computer modeling. Results: the computer simulation data of the stress-strain state of beams is obtained. The results are used for making full-scale samples. The obtained results of computer simulation are compared with the data of full-scale experiments. Conclusions: essential features of the response of prestressed composite beams are studied from numerical modeling, in-situ experiments and analytical calculations. The proposed calculation method gives a good match with the experimental data.

DOI: 10.22227/1997-0935.2018.3.309-321

Download

COMPARATIVE EVALUATION OF DETERMINATION OF PHYSICAL AND MECHANICAL PROPERTIES of HIGH-HOLLOW ceramic wall products on the basis of modern software systems

Vestnik MGSU 1/2017 Volume 12
  • Bedov Anatoliy Ivanovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Professor, Department of Reinforced Concrete and Stone Structures, Moscow State University of Civil Engineering (National Research University) (MGSU), 26, Yaroslavskoe shosse, Moscow, 129337, Russian Federation.
  • Gaysin Askar Miniyarovich - Ufa State Petroleum Technological University (USPTU) Candidate of Technical Sciences, Associate Professor, Department of Building Structures, Ufa State Petroleum Technological University (USPTU), Office 225, 195, Mendeleeva St., Ufa, 450062, Russian Federation.
  • Gabitov Azat Ismagilovich - Ufa State Petroleum Technological University (USPTU) Doctor of Technical Sciences, Professor, Department of Building Structures, Ufa State Petroleum Technological University (USPTU), Office 225, 195, Mendeleeva St., Ufa, 450062, Russian Federation.
  • Kuznetsov Dmitriy Valeryevich - Ufa State Petroleum Technological University (USPTU) Candidate of Technical Sciences, Associate Professor, Department of Building Structures, Ufa State Petroleum Technological University (USPTU), Office 225, 195, Mendeleeva St., Ufa, 450062, Russian Federation.
  • Salov Aleksandr Sergeevich - Ufa State Petroleum Technological University (USPTU) Candidate of Technical Sciences, Associate Professor, Department of Highways and Technology of Construction Operations, Ufa State Petroleum Technological University (USPTU), Office 225, 195, Mendeleeva St., Ufa, 450062, Russian Federation.
  • Abdulatipova Elena Midkhatovna - Ufa State Petroleum Technological University (USPTU) Doctor of Technical Sciences, Associate Professor, Professor of Department of Technological Machines and Equipment, Ufa State Petroleum Technological University (USPTU), Office 225, 195, Mendeleeva St., Ufa, 450062, Russian Federation.

Pages 17-25

Energy efficiency in construction is the main direction of energy saving in which the basic measure is to reduce heat losses through walling. In this regard, a particularly promising measure is an application of high-hollow multislot ceramic for external walls due to its predictable properties and reliability in operation. Range of high-hollow ceramic products currently manufactured in the Republic of Bashkortostan is considered in the article. Simulation and calculation of strength characteristics of high-hollow ceramic stones in the SCAD program system were performed, fracture model geometric parameters were obtained. Results of mechanical tests of high-hollow ceramic products are shown. The simulation and calculations performed in the SCAD program system with obtaining of geometric parameters of the fracture model made it possible to compare the convergence of calculation results with actual test results. Based on the results of the performed research it is concluded that the fracture model in the SCAD program system has practically coincided with the fracture pattern obtained in the process of experimental study of strength of high-hollow ceramic stones.

DOI: 10.22227/1997-0935.2017.1.17-25

Download

INFLUENCE OF COMPOUND DAM DESIGN ON ITS STRESS-STRAIN STATE

Vestnik MGSU 1/2018 Volume 13
  • Fomichev Aleksey Aleksandrovich - AO «Aquatic» Engineer, AO «Aquatic», 5, 125Zh, Varshavskoe shosse, Moscow, 117587, Russian Federation.
  • Sainov Mikhail Petrovich - Moscow State University of Civil Engineering (National Research University) (MGSU) Candidate of Technical Sciences, Associate Professor, Department of Hydraulic and Hydraulic Engineering, Moscow State University of Civil Engineering (National Research University) (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation.

Pages 107-115

Subject: the dam of compound design in which the water pressure is borne mutually by a concrete gravity dam and a higher rockfill dam with reinforced concrete facing. Research objectives: 1) study the stress-strain state (SSS) of a compound dam, identify the effect of three main factors on the dam SSS. The first factor is the height of the concrete structure. The second factor is the height of the contact zone (conjugation) between the earth fill and the concrete structure. The third factor is deformability of riprap; 2) based on these studies, give recommendations for selection of the compound dam design. Materials and methods: SSS studies were conducted by numerical analysis using the finite element method (FEM). Nonlinear character of soils deformability and contacts of concrete structure with soils, foundation and reinforced concrete facing was taken into consideration. Sequence of the dam erection and loading was taken into account. Riprap’s modulus of deformation varied from 70 to 270 МPа. Results: results of the analysis showed that the concrete structure as a part of the compound dam withstands hydrostatic load almost independently, practically without transferring it to the earth fill. We have found out that the most sensitive part of the compound dam design is conjugation of the earth fill with the concrete structure. This zone is characterized by failures of the soil strength. The consequence of these failures are considerable displacements in the joint between the facing and the concrete structure as well as bending deformations of the lower part of the facing. Bending of the facing causes considerable tensile stresses. Conclusions: the results of studies permitted us to formulate the following recommendations: 1) it is not desirable to select the height of contact zone between the earth fill and the concrete structure more than 60-75 % of the concrete structure height because it leads to increase of loads borne by the concrete structure and may result in failure of strength of its contact with foundation; 2) it is not recommended to choose the height of contact between the earth fill and the concrete structure less than 30 % of the height of the latter as it results in increase of bending deformations of reinforced concrete facing; 3) for reliability of the compound dam, it is necessary to choose riprap’s modulus of deformation not lower than 200 МPа.

DOI: 10.22227/1997-0935.2018.1.107-115

Download

SANDY SOILS: GEO-ECOLOGICAL EVALUATION OF THEIR STRENGTH DEVELOPMENT PROCESS (IN THE CONTEXT OF THE PHYSICAL CHEMICAL THEORY OF EFFECTIVE STRESSES)

Vestnik MGSU 2/2013
  • Potapov Ivan Aleksandrovich - Scientific and Research Institute of Emergency Healthcare named after N.V. Sklifosovskiy engineer, Scientific and Research Institute of Emergency Healthcare named after N.V. Sklifosovskiy, ; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Potapov Aleksandr Dmitrievich - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Head, Department of Engineering Geology and Geoecology, 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 .
  • Shimenkova Anastasiya Anatol’evna - Moscow State University of Civil Engineering (MGSU) engineer, Department of Engineering Geology and Geoecology, 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 166-180

The authors consider the strength development of sandy soils in the contest of the physical chemical theory of effective stresses. The authors drive particular attention to the assessment of formation of various types of energy contacts in sandy soils. The article is based on the overview of theories developed by several researchers, on the one hand, and on the findings of the experimental research of sandy soils that have different structural patterns, on the other hand. The experiments include both those that were held a while ago and the most recent projects. The authors have proven that the strength of sandy soils is, to a significant extent, driven by their morphological peculiarities that determine their condition in the context of the assessment of their “densitymoisture”. Strength values of sands are dependent on their moisture content both in terms of their maximal shear stress values obtained in the course of shear testing, or their per-unit penetration resistance, penetration values, as well as the inner friction angle and cohesion. The “strength-moisture” is presented as a curvilinear graph that has two upper limits, one for shear tests and the other one for penetration tests. Maximal strength, according to the shear test, is attained for dry sands, if their moisture content is close to the “optimal” value. As for the penetration tests, maximal per-unit resistance to penetration and penetration values are also close to the “optimal” moisture content value. The authors have identified that moisture content is an important factor of strength of sandy soils that demonstrate various structural characteristics.However, the process of formation of structural peculiarities of sands, namely, their morphological parameters and the nature of the surface of sand particles is influenced by the presence of various films on the surface of sand particles. The article represents a preliminary analysis of the theoretical and experimental findings, therefore, any discussions are welcome.

DOI: 10.22227/1997-0935.2013.2.166-180

References
  1. Potapov A.D. Nauchno-metodologicheskie osnovy geoekologicheskoy bezopasnosti stroitel’stva [Scientific and Methodological Fundamentals of Geo-ecological Safety of Construction Works]. Moscow, MGSU Publ., 2002, 312 p.
  2. Anan’ev V.P., Potapov A.D. Inzhenernaya geologiya [Engineering Geology]. Moscow, Vyssh. shk. publ., 2008, 346 p.
  3. Potapov A.D. Ekologiya [Ecology]. Moscow, Vyssh. shk. publ., 2005, 328 p.
  4. Platov N.A., Potapov A.D., Lebedeva M.D.. Peschanye grunty [Sandy Soils]. Moscow, ASV Publ., 2008, 186 p.
  5. Potapov A.D., Potapov I.A., Shimenkova A.A. Nekotorye aspekty primenimosti k peschanym gruntam polozheniy fiziko-khimicheskoy teorii effektivnykh napryazheniy [Particular Aspects of Applicability of Provisions of the Physical and Chemical Theory of Effective Stresses to Sandy Soils]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 10, pp. 229—239.
  6. Potapov I.A., Potapov A.D., Shimenkova A.A. Formirovanie raznykh tipov energeticheskikh kontaktov v peschanykh gruntakh v aspekte fiziko-khimicheskoy teorii effektivnykh napryazheniy [Formation of Different Types of Energy Contacts in Sandy Soils in the Framework of the Physicochemical Theory of Effective Stresses]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 11, pp. 210—218.
  7. Potapov I.A., Shimenkova A.A., Potapov A.D. Zavisimost’ suffozionnoy ustoychivosti peschanykh gruntov razlichnogo genezisa ot tipa fil’trata [Dependence of Suffosion Stability of Sandy Soils of Various Geneses on the Type of Filtrate]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 5, pp. 79—86.
  8. Potapov A.D., Potapov I.A., Shimenkova A.A. Rol’ plotnosti — vlazhnosti v peschanykh gruntakh v formirovanii effektivnykh napryazheniyakh s pozitsiy fiziko-khimicheskoy teorii [The Role of the “Density – Moisture” of Sandy Soils in Formation of Efficient Stresses from the Perspective of the Physicochemical Theory]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2012, no. 12, pp. 104—110.
  9. Senyushchenkova I.M. Teoriya formirovaniya i metody razvitiya urbolandshaftov na ovrazhno-balochnom rel’efe [Theory of Formation and Methods of Development of Urban Landscapes in the Gully Relief]. Moscow, MGSU Publ., 2011, 376 p.
  10. Osipov V.I. Fiziko-khimicheskaya teoriya effektivnykh napryazheniy v gruntakh [Physicochemical Theory of Effective Stresses in Soils]. IGE RAN [Institute of Geo-ecology of the Russian Academy of Sciences]. Moscow, IFZ RAN [Institute of Physics of the Earth (IPE)], 2012, 74 p.
  11. Osipov V.I. Strukturnye svyazi kak osnova otsenki fiziko-mekhanicheskikh svoystv glinistykh porod [Structural Links as the Basis for Assessment of Physical Mechanical Properties of the Glay Rock]. Sovershenstvovanie metodov laboratornykh issledovaniy gruntov pri inzhenernykh izyskaniyakh dlya stroitel’stva : Tezisy dokladov 2 Respublikanskogo soveshchaniya. [Improvement of Methods of Laboratory Testing of Soils as Part of Engineering Surveys for Civil Engineering Purposes. Abstracts of Reports of the 2nd Republican Meeting]. Moscow, Stroyizyskaniya Publ., 1977, pp. 29—40.
  12. Trofimov V.T. Gruntovedenie [Pedology]. Moscow, MGU Publ., Nauka Publ., 2005, 1024 p.
  13. Gol’dshteyn M.N. Mekhanicheskie svoystva gruntov. Osnovnye komponenty grunta I ikh vzaimodeystvie. [Mechanical Properties of Soils. Principal Components of Soil and Their Interaction]. Moscow, Stroyizdat Publ., 1973, 375 p.
  14. Tsytovich N.A. Mekhanika gruntov [Soil Mechanics]. Moscow, Gosstroyizdat Publ., 1963.
  15. Sergeev E.M. Granulometricheskaya klassifikatsiya peskov [Granulometric Classification of Sands]. Vestn. MGU. Ser. biol. i pochv. [Proceedings of Moscow State University. Biology and Soil Series]. 1953, no. 12, pp. 49—56.
  16. Potapov A.D. Morfologicheskoe izuchenie peskov razlichnogo genezisa v inzhenerno-geologicheskikh tselyakh [Morphological Research of Sands of Various Geneses for Engineering Geology Purposes]. Moscow, PNIIIS [Production, Scientific and Research Institute of Engineering Surveying in Construction], 1982.
  17. Rebinder P.A. Strukturno-mekhanicheskie svoystva glinistykh porod i sovremennye predstavleniya fiziko-khimii kolloidov [Structural and Mechanical Properties of Clay Soils and the Present-day Ideas of Physics and Chemistry of Colloids]. Trudy Soveshchaniya po inzhenerno-geologicheskim svoystvam gornykh porod i metodam ikh izucheniya [Collected Works of Geo-engineering Properties of Rocks and Methods of Their Study]. Moscow, AN SSSR Publ., 1956, vol. 1, pp. 31—44.
  18. Mikhaylov N.V., Rebinder P.A. O strukturno-mekhanicheskikh svoystvakh dispersnykh i vysokomolekulyarnykh sistem [Structural Mechanical Properties of Disperse and High Molecular Systems]. Kolloidnyy zhurnal [Colloid Journal]. 1955, vol. 17, no. 2, pp. 112—119.
  19. Ter-Stepanyan G.I. O vliyanii formy i raspolozheniya chastits na protsess sdviga v gruntakh [Influence of Shape and Position of Partickes onto the Process of Shear of Soils]. Izv. AN ArmSSR [News of the Academy of Sciences of Armenian Soviet Socialist Republic]. 1948, vol. 1, no. 2, pp. 167—185.
  20. Gor’kova I.M. Strukturnye i deformatsionnye osobennosti osadochnykh porod razlichnoy stepeni uplotneniya i litifikatsii [Structural and Deformation-related Peculiarities of Sedimentary Rocks That Have Different Compaction and Lithification Values]. Moscow, Nauka Publ., 1966, 128 p.
  21. Durante V.A. Opyt issledovaniya plotnosti peskov metodom glubinnogo zondirovaniya [Practical Research into the Density of Soils Using Method of Deep Sounding]. Trudy Soveshchaniya po inzhenerno-geologicheskim svoystvam gornykh porod i metodam ikh izucheniya [Works of the Meeting Dedicated to the Geo-engineering Properties of Rocks and Methods of Their Study]. Moscow, AN SSSR Publ., 1956, vol. 1, pp. 249—258.
  22. Lysenko M.P. Sostav i fiziko-mekhanicheskie svoystva gruntov [Composition and Physical Mechanical Properties of Soils]. Moscow, Nedra Publ., 1972.
  23. Dudler I.V. Znachenie ponyatiya «plotnost’ — vlazhnost’» dlya izucheniya i otsenki fiziko-mekhanicheskikh svoystv peschanykh gruntov [Meaning of the “Density-Moisture Content” Notion for the Study and Assessment of Physical Mechanical Properties of Sandy Soils]. Voprosy inzhenernoy geologii [Issues of Engineering Geology]. Moscow, MISI Publ., 1977, 7 p.
  24. Platov N.A., Gor’kova I.M. Strukturno-mekhanicheskie osobennosti melkozernistykh i pylevatykh peskov [Structural and Mechanical Peculiarities of Small-grained and Dusty Sands]. Dokl. AN SSSR. Ser.geol. [Reports of the Academy of Sciences of the Union of Soviet Socialist Republics. Geology Series]. 1972, vol. 206, no. 5, pp. 1204—1206.
  25. Rebinder P.A., Segalova E.E. Novye problemy kolloidnoy khimii mineral’nykh vyazhushchikh materialov [ New Problems of Colloid Chemistry of Mineral Viscous Materials]. Priroda Publ., 1952, no. 12, pp. 22—28.
  26. Gor’kova I.M. Teoreticheskie osnovy otsenki osadochnykh porod v inzhenerno-geologicheskikh tselyakh [Theoretical Fundamentals of Assessment of Sedimentary Rocks for Geo-engineering .Purposes]. Moscow, Nauka Publ., 1966, 136 p.
  27. Gor’kova I.M. Fiziko-khimicheskie issledovaniya dispersnykh osadochnykh porod v stroitel’nykh tselyakh [Physical Chemical Research into Disperse Sedimentary Soils for Construction Purposes]. Moscow, Stroyizdat Publ., 1975, 151 p.
  28. Platov N.A., Gor’kova I.M. O prirode prochnosti melko- i srednezernistykh peschanykh porod razlichnogo geneticheskogo tipa [Character of Strength of Small and Mid-size Sandy Rocks of Different Genetic Origin]. Kolloidnyy zhurnal [Colloid Journal]. 1973, vol. 35, no. 1, pp. 57—62.
  29. Platov N.A., Gor’kova I.M. Tipy deformatsionnogo i reologicheskogo povedeniya peschanykh porod [Type of Deformation-related and Rheological Behavirour of Sandy Rocks]. Dokl. AN SSSR. Ser.geol. [Reports of the Academy of Sciences of the Union of Soviet Socialist Republics. Geology Series]. 1975, vol. 222, no. 2, pp. 456—458.
  30. Tsekhomskiy A.M. O stroenii i sostave plenki na zernakh kvartsevykh peskov [Structure and Composition of the Film Covering Grains of Quartz Sands]. Kora vyvetrivaniya [Residual Soil]. Moscow, 1959, AN SSSR Publ., no. 3, pp. 293—312.
  31. Lemmleyn G.G., Knyazev V.S. Opyt izucheniya oblomochnogo kvartsa [Research into Fragmental Quartz]. AN SSSR Publ., 1951, no. 4, pp. 99—101.
  32. Ziangirov R.S. Ob”emnaya deformiruemost’ glinistykh gruntov [3D Deformability of Clay Soils]. Moscow, Nauka Pbl., 1979, p. 164.
  33. Fadeev P.I. Peski SSSR [Sands of the USSR]. Moscow, MGU Publ., 1951, Part 1, 290 p.
  34. Deer W.A., Howie R.A., Zussman I. Rock-forming Minerals. 4. Framework Silicates. New York, Wiley, 1963.
  35. Baron L.I. Kharakteristika treniya gornykh porod [Characteristic of Rock Friction]. Moscow, Nauka Publ., 1967.
  36. Maslov N.N., Kotov M.F. Inzhenernaya geologiya [Engineering Geology]. Moscow, Stroyizdat Publ., 1971. 340 ð.
  37. Kabai J. The Compatibility of Sands and Sandy Gravels. Techn. University Budapest, 1968, vol. 63.

Download

STRESS-STRAIN STATE OF AN ELASTIC HALF-PLANE AT A LINEAR SHIFT OF A PART OF ITS BOUNDARY

Vestnik MGSU 2/2017 Volume 12
  • Bogomolov Aleksandr Nikolaevich - Institute of Architecture and Civil Engineering of Volgograd State Technical University (IACE VSTU) Head of Department of Hydraulic and Earthwork Structures, Deputy Director for Science, Institute of Architecture and Civil Engineering of Volgograd State Technical University (IACE VSTU), 1 Akademicheskaya str., Volgograd, 400074, Russian Federation.
  • Ushakov Andrey Nikolaevich - 1 Akademicheskaya str., Volgograd, 400074, Russian Federation Professor, Department of Mathematics and Information Technology, 1 Akademicheskaya str., Volgograd, 400074, Russian Federation, 1 Akademicheskaya str., Volgograd, 400074, Russian Federation.

Pages 184-192

Loads cause vertical shifts of foundations of all structures, and the safe operation of buildings depends on the value thereof. The article presents a solution of the problem of stress distribution in a homogeneous and isotropic soil mass under vertical linear shift of a part of its boundary obtained by the complex potentials method. Expressions for stress components and strain components of the second basic boundary plane problem of the theory of elasticity for half-plane at the linear shift (the law of linear shift) of a part of its boundary are determined in a closed form. Patterns of isolines of stress and strain components are built; they illustrate that numerical values of all like-named components located at corresponding points on opposite sides of the symmetry axis are equal in value but opposite in sign. The formula of subsidence that occurs at the shift of the half-plane boundary part was derived. The value of subsidence is directly proportional to the boundary part shift value and inversely proportional to the lateral soil pressure coefficient value. Conclusions: expressions for stress and strain components of the second basic boundary plane problem of the theory of elasticity for half-plane are obtained in a closed form. Values of the stress and strain components are symmetric relative to the origin and opposite in sign; the formula of subsidence for half-plane boundary vertical shift is obtained on the basis of the expression for the vertical strain component.

DOI: 10.22227/1997-0935.2017.2.184-192

Download

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

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

Pages 105 - 112

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

DOI: 10.22227/1997-0935.2012.11.105 - 112

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

Download

Numerical and experimental investigations of steel-concrete beams with thin-walled section

Vestnik MGSU 1/2019 Volume 14
  • Zamaliev Farit S. - Kazan State University of Architecture and Engineering (KSUAE) Candidate of Technical Sciences, Professor, Associate Professor of Department of Metal Structures and Testing of Structures, Kazan State University of Architecture and Engineering (KSUAE), 1 Zelenaya st., Kazan, 420043, Russian Federation.

Pages 22-32

Introduction. Conducted is to the evaluation of the stress-strain state of the steel-concrete beams with thin-walled section. In recent times, steel-reinforced concrete structures have become widely used in civilian buildings (beams, slabs, columns). Thin-walled section have not found wide application in steel concrete structures, unlike steel structures. Presents the results of numerical studies of beams consisting of concrete, anchors and steel beams. Two investigating of the location of anchors are given. Numerical investigations are presented of steel-concrete beams with thin-walled section based on numerical studies. Testing procedure and test result are given. Results of calculations, comparison of numerical and experimental studies are presented. Materials and methods. For full-scale experiments, steel I-beams with filling of side cavities with concrete were adopted, screws are used as anchor ties, with varied both the lengths and their location (vertically and obliquely). As steel curved C-shaped steel profiles were used steel profiles from the range of the company “Steel Faces”. ANSYS software package was used for computer modeling. A total of 16 steel concrete beams were considered, for which the results of strength and stiffness evaluation were obtained in ANSYS. Results. The data of the stress-strain state of beams on the basis of computer simulation are obtained. The results are used for the production of field samples. Data of computer simulation are compared with the indicators of field experiments. Conclusions. The stress-strain state of steel-concrete structures was studied on the basis of numerical and experimental data. The proposed calculation method gives good convergence with the experimental data. Anchor connections made from self-tapping screws can be used in studies for modeling in steel-concrete beams structures and other anchor devices, ensuring the joint operation of concrete and steel profiles in structures.

DOI: 10.22227/1997-0935.2019.1.22-32

Download

Results 1 - 10 of 10