DESIGNING AND DETAILING OF BUILDING SYSTEMS. MECHANICS IN CIVIL ENGINEERING

Inverse problemfor an inhomogeneous elastic beam at a combined strength

Vestnik MGSU 1/2014
  • Andreev Vladimir Igorevich - Moscow State University of Civil Engineering (National Research University) (MGSU) Doctor of Technical Sciences, Professor, corresponding member of Russian Academy of Architecture and Construction Sciences, chair, 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 .
  • Barmenkova Elena Vyacheslavovna - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Science, Associate Professor, Department of the Strength of materials, 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 .
  • Matveeva Alena Vladimirovna - Moscow State University of Civil Engineering (MGSU) postgraduate student, Department of the Strength of materials, 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 25-32

In the article the authors describe a method of optimizing the stress state of an elastic beam, subject to the simultaneous action of the central concentrated force and bending moment. The optimization method is based on solving the inverse problem of the strength of materials, consisting in defining the law of changing in elasticity modulus with beam cross-section altitude. With this changing the stress state will be preset. Most problems of the elasticity theory of inhomogeneous bodies are solved in direct formulation, the essence of which is to determine the stress-strain state of a body at the known dependences of the material elastic characteristics from the coordinates. There are also some solutions of the inverse problems of the elasticity theory, in which the dependences of the mechanical characteristics from the coordinates, at which the stress state of a body is preset, are determined. In the paper the authors solve the problem of finding a dependence modulus of elasticity, where the stresses will be constant over the beam’s cross section. We will solve the problem of combined strength (in the case of the central stretching and bending). We will use an iterative method. As the initial solution, we take the solution for a homogeneous material. As the first approximation, we consider the stress state of a beam, when the modulus of elasticity varies linearly. According to the results, it can be stated that three approximations are sufficient in the considered problem. The obtained results allow us to use them in assessing the strength of a beam and its optimization.

DOI: 10.22227/1997-0935.2014.1.25-32

References
  1. Sobolevskiy V.V. Nekotorye sluchai integrirovaniya obyknovennogo differentsial'nogo uravneniya, opisyvayushchego napryazhennoe sostoyanie anizotropnogo neodnorodnogo i neravnomerno nagretogo pologo shara [Some Cases of Integration of an Ordinary Differential Equation Describing the Stress State of Anisotropic Inhomogeneous and Non-uniformly Heated Hollow Sphere]. Izvestiya AN BSSR. Seriya Fiziko-tekhnicheskikh nauk [News of the Academy of Sciences of Belorussia. Physical and Technical Sciences Series]. 1963, no. 2, pp. 20—29.
  2. Zhitkov P.N. Ploskaya zadacha teorii uprugosti neodnorodnogo ortotropnogo tela v polyarnykh koordinatakh [The Plane Problem of Elasticity Theory of Inhomogeneous Orthotropic Body in Polar Coordinates]. Trudy Voronezhskogo gosudarstvennogo universitetata. Fiz.-mat.: sbornik [Works of Voronezh State University. Physics and Mathematics: Collection]. 1954, vol. XXVII, pp. 30—35.
  3. Rostovtsev N.A. K teorii uprugosti neodnorodnykh tel [The Theory of Elasticity of Inhomogeneous Bodies]. Prikladnaya matematika i mekhanika [Applied Mathematics and Mechanics]. 1964, vol. 28, no. 4, pp. 601—611.
  4. Lekhnitskiy S.G. Radial'noe raspredelenie napryazheniy v kline i poluploskosti s peremennym modulem uprugosti [The Radial Distribution of Stresses in the Wedge and Half-plane with Variable Modulus of Elasticity]. Prikladnaya matematika i mekhanika [Applied Mathematics and Mechanics]. 1962, vol. XXVI, no. 1, pp. 146—151.
  5. Torlin V.N. Pryamaya i obratnaya zadachi teorii uprugosti dlya neodnorodnogo tela [Direct and Inverse Problems of the Theory of Elasticity for an Inhomogeneous Body]. Prikladnaya mekhanika [Applied Mechanics]. 1976, vol. XII, no. 3, pp. 28—35.
  6. Andreev V.I., Potekhin I.A. O sposobe sozdaniya optimal'nykh konstruktsiy na osnove resheniya obratnykh zadach teorii uprugosti neodnorodnykh tel [On the Method of Creating Optimal Constructions Basing on the Solution of Inverse Problems of the Elasticity Theory of Inhomogeneous Bodies]. RAASN, Vestnik otdeleniya stroitel'nykh nauk [Russian Academy of Construction Sciences. Proceedings of the Department of Construction Sciences]. 2007, no. 11, pp. 48—52.
  7. Andreev V.I. Optimization of Thick-walled Shells Based on Solutions of Inverse Problems of the Elastic Theory for Inhomogeneous Bodies. Computer Aided Optimum Design in Engineering. 2012, pp. 189—202.
  8. Kravanja S., ?lender B. Optimization of the Underground Gas Storage in Different Rock Environments. Computer Aided Optimum Design in Engineering. 2012, pp. 15—26.
  9. Issa H.K. Simplified Structural Analysis of Steel Portal Frames Developed from Structural Optimization. Computer Aided Optimum Design in Engineering. 2012, pp. 47—58.
  10. Syngellakis S. Longitudinal Buckling of Slender Pressurized Tubes. Fluid Structure Interaction XII. 2013, pp. 133—144.

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Evaluation of the resistance to progressive collapse of monolithic reinforced concrete frame buildingswith separate amplified floors

Vestnik MGSU 2/2014
  • Domarova Ekaterina Vladimirovna - Moscow State University of Civil Engineering (MGSU) postgraduate student, Department of Reinforced Concrete and Masonry 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 22-29

In the article the authors propose a simplified method of dynamic analysis of the resistance to progressive collapse of a fragment of the building bearing system with amplified floors. This method is based on representing the building bearing system as a dynamic model with a denumerable number of degrees of freedom, in which the resistance of the system is provided mainly by the behavior of the columns. The degrees of freedom number is determined by the number of floors «hanging» to amplified floors. Thecontribution of slabs in the total system resistance is not taken into account. Stress-strain state of the columns is determined by the non-linear resistance diagram, including three stages: elastic, elastic with cracks and plastic stage connected with plastic yield in the steel of the columns. The criterion of sustainability to the progressive collapse is relative strain of steel of the undestroyed columns. A numerical example of the calculation of the building resistance to progressive collapse in case of sudden destruction of one vertical element based on proposed theoretical method is offered. A model with two numbers of degrees was considered. The suggested method allows estimating the strength, deformability and stability of monolithic reinforced concrete frame buildings with separate amplified floors. In the future it is intended to complicate the model by the accounting for the influence of deformation and constructive solution of the slabs on the stiffness characteristics of the model as a system with a finite number of degrees of freedom.

DOI: 10.22227/1997-0935.2014.2.22-29

References
  1. Almazov V.O., Belov S.A., Nabatnikov A.M. Zashchita ot progressiruyushchego razrusheniya [Protection from Progressive Collapse]. Nauka i tekhnologii v promyshlennosti [Science and Technologies in the Manufacturing Industry]. 2005, no. 3, pp. 64—74.
  2. UFC 4-023-03. Unified Facilities Criteria (UFC). Design of Buildings to Resist Progressive Collapse. Department of Defense USA. 2005.
  3. GSA (2003b). Progressive Collapse Analysis and Design Guidelines for New Federal Office Buildings and Major Modernization Projects. General Services Administration.
  4. Nair R.S. Progressive Collapse Basics. North American Steel Construction Conference, 2004.
  5. Rekomendatsii po zashchite monolitnykh zhilykh zdaniy ot progressiruyushchego obrusheniya [Recommendations on the Protection of Monolithic Residential Buildings from Progressive Collapse]. Moscow, GUP NIATs Publ., 2005, 24 p.
  6. Rudenko D.V., Rudenko V.V. Zashchita karkasnykh zdaniy ot progressiruyushchego obrusheniya [Protection of Frame Buildings from Progressive Collapse]. Inzhenernostroitel'nyy zhurnal [Civil Engineering Journal]. 2009, no. 3, pp. 38—41.
  7. Sovremennoe vysotnoe stroitel'stvo [Modern High-rise Construction]. Monograph. Moscow, GUP «ITTs Moskomarkhitektury» Publ., 2007, 440 p.
  8. Xu Peifu, Fu Xiuyeyi, Wang Cuikun, Xiao Congzhen, editor Xu Peifu. Proektirovanie sovremennykh vysotnykh zdaniy [Design of Modern High-rise Buildings]. Moscow, ASV Publ., 2008, 467 p.
  9. Almazov V.O., Plotnikov A.I., Rastorguev B.S. Problemy soprotivleniya zdaniy progressiruyushchemu razrusheniyu [Problems of Building's Strength to Progressive Collapse]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2011, no. 2, vol. 1, pp. 15—20.
  10. Timoshenko S.P. Kolebaniya v inzhenernom dele [Fluctuations in Engineering]. Nauka Publ., 1967, 444 p.
  11. Plotnikov A.I., Rastorguev B.S. Raschet nesushchikh konstruktsiy monolitnykh zhelezobetonnykh zdaniy na progressiruyushchee razrushenie s uchetom dinamicheskikh effektov [Calculation of the Bearing Structures of Monolithic Reinforced Concrete Buildings for the Progressive Collapse with Account for the Dynamic Effects]. Sbornik nauchnykh trudov Instituta stroitel'stva i arkhitektury MGSU [Collection of the Scientific Works of the Institute of Civil Engineering and Architecture MGSU]. Moscow, MGSU Publ., 2008, pp. 127—135.

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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.
  4. Fell B.V., Kanvinde A.M. Recent Fracture and Fatigue Research in Steel Structures. STRUCTURE magazine. 2009, no. 2, pp. 14—17.
  5. Artyukhov V.N., Shcherbakov E.A., Goritskiy V.M., Shneyderov G.R. O sostoyanii podkranovykh konstruktsiy korpusa konverternogo proizvodstva OAO «Severstal'» [On the Crane Secondary Truss State of the Body Structure of Converter Process in «Severstal’»]. Promyshlennoe I grazhdanskoe stroitel’stvo. [Industrial and Civil Engineering]. 2001, no. 6, pp. 31—34.
  6. Br?ckner A., Munz D. Prediction of Failure Probabilities for Cleavage Fracture from the Scatter of Crack Geometry and of Fracture Toughness Using Weakest Link Model. Engineering Fracture Mechanics. 1983, vol. 18, no. 2, pp. 359—375. DOI: 10.1016/0013-7944(83)90146-7.
  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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Basic functions and bilateral estimatesin the stability problems of elastic non-uniformly compressed rods expressed in terms of bending moments with additional conditions

Vestnik MGSU 2/2014
  • Kupavtsev Vladimir Vladimirovich - Moscow State University of Civil Engineering (MGSU) Candidate of Physical and Mathematical Sciences, Associated Professor, Department of Theoretical Mechanics and Aerodynamics, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Мoscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 39-46

The method of two-sided evaluations is extended to the problems of stability of an elastic non-uniformly compressed rod, the variation formulations of which may be presented in terms of internal bending moments with uniform integral conditions. The problems are considered, in which one rod end is fixed and the other rod end is either restraint or pivoted, or embedded into a support which may be shifted in a transversal direction.For the substantiation of the lower evaluations determination, a sequence of functionals is constructed, the minimum values of which are the lower evaluations for the minimum critical value of the loading parameter of the rod, and the calculation process is reduced to the determination of the maximum eigenvalues of modular matrices. The matrix elements are expressed in terms of integrals of basic functions depending on the type of fixation of the rod ends. The basic functions, with the accuracy up to a linear polynomial, are the same as the bending moments arising with the bifurcation of the equilibrium of a rod with a constant cross-section compressed by longitudinal forces at the rod ends. The calculation of the upper evaluation is reduced to the determination of the maximum eigenvalue of the matrix, which almost coincides with one of the elements of the modular matrices. It is noted that the obtained upper bound evaluation is not worse thanthe evaluation obtained by the Ritz method with the use of the same basic functions.

DOI: 10.22227/1997-0935.2014.2.39-46

References
  1. Kupavtsev V.V. Variatsionnye formulirovki zadach ustoychivosti uprugikh sterzhney cherez izgibayushchie momenty [Variational Formulations of the Problems of Elastic Rods Stability Using Bending Moments]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2010, vol. 3, no. 4, pp. 285—289.
  2. Alfutov N.A. Osnovy rascheta na ustoychivost' uprugikh sistem [Fundamentals of the Stability Analysis of the Elastic Systems]. Moscow, Mashinostroenie Publ., 1991, 336 p.
  3. Kupavtsev V.V. Dvustoronnie otsenki v zadachakh ustoychivosti uprugikh sterzhney, vyrazhennykh cherez izgibayushchie momenty [Bilateral Estimates in Elastic Rod Stability Problems Formulated through Bending Moments]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2013, no. 2, pp. 47—54.
  4. Rektoris K. Variatsionnye metody v matematicheskoy fizike i tekhnike [Variational Methods in Mathematical Physics and Engineering]. Moscow, Mir Publ., 1985, 589 p.
  5. Doraiswamy Srikrishna, Narayanan Krishna R., Srinivasa Arun R. Finding Minimum Energy Configurations for Constrained Beam Buckling Problems Using the Viterbi Algorithm. International Journal of Solids and Structures. 2012, vol. 49, no. 2, pp. 289—297. DOI: 10.1016/j.ijsolstr.2011.10.003.
  6. Panteleev S.A. Dvustoronnie otsenki v zadachakh ob ustoychivosti szhatykh uprugikh blokov [Bilateral Assessments in the Stability Problem of Compressed Elastic Blocks]. Izvestiya RAN. MTT [News of the Russian Academy of Sciences. Mechanics of Solids]. 2010, no. 1, pp. 51—63.
  7. Santos H.A., Gao D.Y. Canonical Dual Finite Element Method for Solving Post-buckling Problems of a Large Deformation Elastic Beam. International Journal of Non-Linear Mechanics. 2012, vol. 47, no. 2, pp. 240—247. DOI: 10.1016/j.ijnonlinmec.2011.05.012.
  8. Selamet Serdar, Garlock Maria E. Predicting the Maximum Compressive Beam Axial Force During Fire Considering Local Buckling. Journal of Constructional Steel Research. 2012, vol. 71, pp. 189—201. DOI: 10.1016/j.jcsr.2011.09.014.
  9. Tamrazyan A.G. Dinamicheskaya ustoychivost' szhatogo zhelezobetonnogo elementa kak vyazkouprugogo sterzhnya [Dynamic Stability of the Compressed Reinforced Concrete Element as Viscoelastic Bar]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2011, vol. 2, no. 1, pp. 193—196.
  10. Manchenko M.M. Ustoychivost' i kinematicheskie uravneniya dvizheniya dinamicheski szhatogo sterzhnya [Dynamically Loaded Bar Stability and Kinematic Equations of Motion]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2013, no. 6, pp. 71—76.

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The application of the finite element method for the low-cycle fatigue calculation of the elementsof the pipelines’ fixed support construction for the areas of above-ground routing of the oil pipeline «Zapolyarye — NPS „Pur-Pe“»

Vestnik MGSU 2/2014
  • Surikov Vitaliy Ivanovich - Research Institute of Oil and Oil Products Transportation (NII TNN) Deputy Director General for the Technology of Oil and Oil Products Transportation, Research Institute of Oil and Oil Products Transportation (NII TNN), 9-5, 2 Verhniy Mikhaylovskiy proezd, 115419, Moscow, Rus- sian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Bondarenko Valeriy Vyacheslavovich - Joint stock company “Konar” (JSC “Konar”) Candidate of Technical Sciences, Director General, Joint stock company “Konar” (JSC “Konar”), 4b Prospect Lenina, 454038, Chelyabinsk; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Korgin Andrey Valentinovich - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Supervisor, Scientific and Educational Center of Constructions Investigations and Examinations, Department of Test 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 .
  • Zotov Mikhail Yur'evich - Institute of Trunk Oil Pipelines Design Giprotruboprovod head, Department of Justifying Calculations, Institute of Trunk Oil Pipelines Design Giprotruboprovod, 24, bldg.1 Vavilova str. 119334, Moscow, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Bogach Andrey Anatol'evich - Research Institute of Oil and Oil Products Transportation (NII TNN) Candidate of Physical and Mathematical Sciences, chief specialist, Department of Strength and Stability Calculation of Pipelines and Main Oil Pipelines Equipment, Research Institute of Oil and Oil Products Transportation (NII TNN), 9-5, 2 Verhniy Mikhaylovskiy proezd, 115419, Moscow, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 47-56

The present article studies the order of performing low-cycle fatigue strength calculation of the elements of the full-scale specimen construction of the fixed support DN 1000 of the above-ground oil pipeline “Zapolyarye — Purpe” during rig-testing. The calculation is performed with the aim of optimizing the quantity of testing and, accordingly, cost cutting for expensive experiments. The order of performing the calculation consists of two stages. At the first stage the calculation is performed by the finite element method of the full-scale specimen construction’s stressed-deformed state in the calculation complex ANSYS. Thearticle describes the main creation stages of the finite element calculation model for the full-scale specimen in ANSYS. The calculation model is developed in accordance with a three-dimensional model of the full-scale specimen, adapted for rig-testing by cyclic loads. The article provides the description of the full-scale specimen construction of the support and loading modes in rig-testing. Cyclic loads are accepted as calculation ones, which influence the support for the 50 years of the oil pipeline operation and simulate the composite impact in the process of the loads’ operation connected to the changes in the pumping pressure, operational bending moment. They also simulate preloading in the case of sagging of the neighboring free support. For the determination of the unobservable for the diagnostic devices defects impact on the reliability of the fixed support and welding joints of the fixed support with the oil pipeline by analogy with the full-scale specimen, artificial defects were embedded in the calculation model. The defects were performed in the form of cuts of the definite form, located in a special way in the spool and welding joints. At the second stage of calculation for low-cycle fatigue strength, the evaluation of the cyclic strength of the full-scale specimen construction’s elements of the fixed support was performed in accordance with the requirements of Russian State Standard GOST R 52857.6—2007 on the basis of the overall and local stress condition, received according to the results of the calculation in ANSYS. In accordance with the results of the conducted work the conclusion was drawn about fulfilling the standard requirements for the low-cycle fatigue strength of the developed full-scale specimen of the support. Therefore, the application of the modern approaches to the numerical modeling of the fixed support construction operation allowed minimizing the quantity of full-scale tests of the specimen with the cyclic load, escaping the excessive conservatism in evaluation of the cyclic strength and developing of the optimal for the metal intensity construction.

DOI: 10.22227/1997-0935.2014.2.47-56

References
  1. Basov K.A. ANSYS: spravochnik pol'zovatelya [ANSYS. The User's Guide]. Moscow, DMK Press Publ., 2005, 640 p.
  2. Bykov L.I., Avtakhov Z.F. Otsenka vliyaniya usloviy na rabotu balochnykh truboprovodnykh sistem [Estimating the Conditions Influence on the Beam Pipelines Operation]. Izvestiya vuzov. Neft' i gaz [News of the Universities of Higher Education. Oil and Gas]. 2003, no. 5, pp. 79—85.
  3. Kazakevich M.I., Lyubin A.E. Proektirovanie metallicheskikh konstruktsiy nadzemnykh promyshlennykh truboprovodov [Metal Structures Design for Above-ground Industrial Pipelines]. 2nd Edition. Kiev, Budivel'nik Publ., 1989, 160 p.
  4. Petrov I.P., Spiridonov V.V. Nadzemnaya prokladka truboprovodov [Above-ground Pipelining]. Moscow, Nedra Publ., 1973, 472 p.
  5. Podgornyy A.N., Gontarovskiy P.P., Kirkach B.N. Zadachi kontaktnogo vzaimodeystviya elementov konstruktsiy [The Tasks of Contact Interaction of a Construction Elements]. Kiev, Naukova dumka Publ., 1989, 232 p.
  6. Seleznev V.E., Aleshin V.V., Pryalov S.N. Osnovy chislennogo modelirovaniya magistral'nykh truboprovodov [Intro to Numerical Simulations of Major Pipelines]. Moscow, KomKniga Publ., 2005, 496 p.
  7. Seleznev V.E., Aleshin V.V., Pryalov S.N. Matematicheskoe modelirovanie magistral'nykh truboprovodnykh sistem: dopolnitel'nye glavy [Mathematic Simulation of Major Pipeline Systems: Additional Chapters]. Moscow, MAKS Press Publ., 2009, 356 p.
  8. Crisfield M.A. Non-linear Finite Element Analysis of Solids and Structures. In two volumes. John Wiley & Sons, Chichester, 2000.
  9. Madenci Erdogan, Guven Ibrahim. The Finite Element Method and Applications in Engineering Using ANSYS. Springer, 2005, 686 p.
  10. Lawrence K.L. ANSYS Workbench Tutorial, Structural & Thermal Analysis Using the ANSYS Workbench Release 13. Enviroment. Schroff Development Corporation, 2011.
  11. Lawrence K.L. ANSYS Tutorial Release 13. Schroff Development Corporation, 2011.
  12. Surikov V.I., Varshitskiy V.M., Bondarenko V.V., Korgin A.V., Bogach A.A. Primenenie metoda konechnykh elementov pri raschete na prochnost' opor truboprovodov dlya uchastkov nadzemnoy prokladki nefteprovoda «Zapolyar'e — NPS “Pur-Pe”» [Using Finite Element Method in the Process of Strength Calculation for the Pipeline Supports in Above-Ground Area of "Zapolyar'e — NPS "Pur-Pe" Oil Pipeline]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2014, no. 1, pp. 66—74.

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Construction solutions for the exterior walls in the process of increasing the width of residential buildings of brownfield construction in seismic hazardousand dry hot conditions of Central Asia

Vestnik MGSU 2/2014
  • Usmonov Shukhrat Zaurovich - Khujand Politechnic Institute of Tajik Technical University by academic M. Osimi (PITTU); Moscow State University of Civil Engineering (MGSU) Senior Lecturer, Khujand Politechnic Institute of Tajik Technical University by academic M. Osimi (PITTU); Moscow State University of Civil Engineering (MGSU), 226 Lenina st., Khujand, 735700, Tajikistan; applicant, Department of Architecture of Civil and Industrial Buildings; 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 57-64

The main object of this study is the reconstruction, renovation and modernization of the housing built in the period 1975—1985. These buildings have low energy efficiency due to the poor thermal insulation properties of the walls. These apartments do not meet the necessary requirements for year round warmth and comfort.Reconstruction is more preferable, than new-build, because of the cost saving for the land acquisition. Reconstruction is generally 1.5 times cheaper than new-build with 25—40 % reduced cost on building materials and engineering infrastructure.Increasing the width of the apartment blocks from 12 to 15 m can save 9—10 % on the consumption of thermal energy for heating and reduce the m2 construction cost by 5.5—7.0 %. In—5-9 storey high-rise buildings the savings are 3—5 %.Therefore, the width of the apartment block should preferably be between 9—12 m but could be extended to 18 m. The depth of the apartments themselves will be 5.4 — 6.0 —7.2 or 9.0 m. During the reconstruction of 5-storey residential buildings (Building Type105) in a seismic zone, an increase in the width of the block and the lateral stiffness of the building is achieved by building a new reinforced concrete (RC) frame on both sides of the building with a depth of between 2 and 6 m. This technique is especially effective in increasing the seismic resistance of the building. Self-supporting walls of cellular concrete blocks (density 600 kg/m3 and a thickness of 300 mm) are constructed on the outside of the frame, taking care to avoid cold bridges.Model studies have shown that in the conditions of hot-arid climate the thickness of the air gap in a ventilated facade does not significantly change the cooling-energy consumption of the building, and heating consumption is significantly increased. The building's energy consumption is most influenced by the volume of the air in the air gap. By increasing the ventilation rate in the air gap, the energy consumption for building heating increases and for cooling — slightly decreases. For the conditions of the northern region of Tajikistan, the recommended optimal thickness of the air gap with ventilation is 60 mm.

DOI: 10.22227/1997-0935.2014.2.57-64

References
  1. Bulgakov S.N. Energosberegayushchie tekhnologii vtorichnoy zastroyki rekonstruiruemykh zhilykh kvartalov [Energy-saving Technologies for Brownfield Construction of the Reconstructed Residential Districts]. ABOK. 1998, no. 2, pp. 5—11.
  2. Bulgakov S.N. Energoeffektivnye stroitel'nye sistemy i tekhnologii [Energy-efficient Construction Systems and Technologies]. ABOK. 1999, no. 2, pp. 5—11.
  3. Tabunshchikov Yu.A., Livchak V.I., Gagarin V.G., Shilkin N.V. Puti povysheniya energoeffektivnosti ekspluatiruemykh zdaniy [Ways to Increase Energy Efficiency of the Operating Buildings]. ABOK. 2009, no. 5, pp. 38—47.
  4. Nigmatov I.I. Proektirovanie zdaniy v regionakh s zharkim klimatom s uchetom energosberezheniy, mikroklimata i ekologii [Design of Buildings in Hot Climate Regions with Account for Energy Efficiency, Microclimate and Ecology]. Dushanbe, Irfon Publ., 2007, 303 p.
  5. Agentstvo po statistike pri Prezidente Respubliki Tadzhikistan. Staticheskie dannye po stroitel'stvu [Statistical Agency under the President of the Republic of Tadjikistan. Statistical Data on Construction]. Available at: http://www.stat.tj/ru/. Date of access: 01.12.2013.
  6. Usmonov Sh.Z. Modelirovanie energeticheskikh zatrat na otoplenie i okhlazhdenie 5-etazhnogo zhilogo doma i otsenka temperaturnykh usloviy po indeksam teplovogo komforta PMV i PPD [Simulation of Energy Demand for Heating and Cooling of a 5-Storey Residential Building and Evaluation of Thermal Conditions Based on PMV and PPD Thermal Comfort Indices]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2013, no. 10, pp. 216—229.
  7. Rekomendatsii po proektirovaniyu i primeneniyu fasadnoy sistemy «Polialpan» dlya stroitel'stva i rekonstruktsii zdaniy [Recomendations on the Design and Use of the Facade System "Polialpan" for Construction and Reconstruction of Buildings]. Moscow, TsNIIEP zhilishcha Publ., 2009, 136 p.
  8. Gagarin V.G., Kozlov V.V., Tsykanovskiy E.Yu. Puti povysheniya energoeffektivnosti ekspluatiruemykh zdaniy [Ways to Increase Energy Efficiency of the Operating Buildings]. ABOK. 2004, no. 2, pp. 20—27.

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Features of propagation and recordingof the stress waves in plates of finite thickness

Vestnik MGSU 2/2014
  • Cherednichenko Rostislav Andreevich - Moscow State University of Civil Engineering (MGSU) Candidate of Physical and Mathematical Sciences, Associate Professor, Department of Higher Mathematics, Moscow State University of Civil Engineering (MGSU), ; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 65-73

This work was carried out to study at the same time the dynamics of wave propagation in plane and axisymmetric plates by finite-difference numerical calculation and by the method of dynamic photoelasticity.In many cases it is possible to carry out the investigation of the dynamic stressed state of solid structures under the impact of seismic waves in plane statement, observing the foundation and the building itself in the conditions of plane deformation. Such problems in structural mechanics are usually investigated on plates providing the conditions of generalized plane stressed condition and accounting for the necessity of the known substitution of elastic constants. In case of applying the model of generalized plane stressed state for investigating two-dimensional waves’ propagation in three-dimensional elastic medium it may be necessary to observe certain additional conditions, which for example limit the class of external impacts of high frequencies (short waves). The use of candling for wave recording in plane models explored with the method of dynamic photoelasticity in the observed cases of impulse loading of the plates with finite thickness gives satisfactory results.

DOI: 10.22227/1997-0935.2014.2.65-73

References
  1. Parham R.T., Sutton D.J. The Transition Between Two- and Three- Dimensional Waves Seismic Models. Bull. Seism. Soc. Amer. 1971, vol. 61, no. 4, pp. 957—960.
  2. Cheban V.G., Naval I.K., Sabodash P.F., Cherednichenko R.A. Chislennye metody resheniya zadach dinamicheskoy teorii uprugosti [Numerical Methods of Solving the Dynamic Theory of Elasticity Problems]. Kishinev, Shtintsa Publ., 1976, 226 p.
  3. Cherednichenko R.A. Nestatsionarnaya zadacha o rasprostranenii uprugikh voln v polose [Nonstationary Problem of the Elastic Waves Propagation in the Band]. Rasprostranenie uprugikh i uprugo-plasticheskikh voln: materialy 5 Vsesoyuznogo simpoziuma [Elastic and Elastic-plastic Waves Propagation. Proceedings of the 5th All-Union Symposium]. Alma-Ata, Nauka Publ., 1973, pp. 319—324.
  4. Sabodash P.F., Cherednichenko R.A. Primenenie metoda prostranstvennykh kharakteristik k resheniyu osesimmetrichnykh zadach po rasprostraneniyu uprugikh voln [Application of the Spatial Characteristics Method in Solving the Axisymmetric Problems of Elastic Waves Propagation]. Prikladnaya matematika i tekhnicheskaya fizika [Applied Mathematics and Applied Physics]. 1971, no. 4, pp. 101—109.
  5. Strel'chuk N.A., Khesina G.N., editors. Metod fotouprugosti: v 3 tomakh [Photoelasticity Method. In three volumes]. Moscow, Stroyizdat Publ., 1975, vol. 2, 367 p.
  6. Nigul U.K. Sopostavlenie rezul'tatov analiza perekhodnykh volnovykh protsessov v obolochkakh i plastinakh po teorii uprugosti i priblizhennym teoriyam [Comparison of the Analysis Results of Transient Wave Propagation in Shells and Plates According to the Elasticity Theory and Approximated Theories]. Prikladnaya matematika i mekhanika [Applied Mathematics and Mechanics]. 1969, vol. 33, no. 2, pp. 308—332.
  7. Klifton R.Dzh. Raznostnyy metod v ploskikh zadachakh dinamicheskoy uprugosti [Difference Method for Plane Problems of Dynamic Elasticity]. Mekhanika: sbornik [Mechanics: the Collection]. 1968, no. 1, pp. 103—122.
  8. Cherednichenko R.A. Poperechnoe vozdeystvie impul'sa davleniya na plitu beskonechnoy dliny [Transversal Impact of the Pressure Pulse on the Plate of Infinite Length]. Mekhanika tverdogo tela [Solid Mechanics]. 1974, no. 2, pp. 113—119.

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Natural frequencies and forms of flexural vibrations of a beam with a crack

Vestnik MGSU 3/2014
  • Gordon Vladimir Aleksandrovich - State University - Education-Science-Production Complex (UNPK) Doctor of Technical Sciences, Professor, head, Department of Higher Mathematics, State University - Education-Science-Production Complex (UNPK), 29 Naugorskoe shosse, Orel, 302020, Russian Federation; +7(4862) 41-98-48; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Kravtsova El'vira Aleksandrovna - State University - Education-Science-Production Complex (UNPK) Senior Lecturer, Department of Information Systems, State University - Education-Science-Production Complex (UNPK), 29 Naugorskoe shosse, Orel, 302020, Russian Federation; +7(4862) 41-98-48; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 50-58

In view of providing durability of constructions, the urgent problem is studying dynamic processes in loaded rod structures occurring in the process of sudden local defects formation, such as breakage of support bonds, partial destruction, transverse and longitudinal cracks etc., which are united under general term "beyond design impacts". To date, a number of problems related to this topic are solved: the problem of dynamic loadings at sudden formation of transverse cracks, the problem of partial tie breaks in the bearings, partial destruction and longitudinal lamination of compound bars. In the paper the authors propose a method of determining the spectrum of natural frequencies of flexural vibrations of a rod system with this type of injury. The results are to be used for modal analysis of forced vibrations of a beam with a defect of longitudinal lamination, depending on its level.

DOI: 10.22227/1997-0935.2014.3.50-58

References
  1. Gordon V.A., Poturaeva T.V. Chastoty sobstvennykh izgibnykh kolebaniy svobodno opertoy balki s treshchinoy [Natural Flexural Vibrations of a freely supported beam with a crack]. Stroitel'naya mekhanika i raschet sooruzheniy [Structural Mechanics and Calculation of Structures]. 2009, no. 3 (224), pp. 19—23.
  2. Lin H.-P. Direct and Inverse Methods of Free Vibration Analysis of the Simply Supported Beams with Cracks. Engineering Structures. 2004, vol. 26, no. 4, pp. 427—436. DOI: 10.1016/j.engstruct.2003.10.014.
  3. Poturaeva T.V. Perekhodnye protsessy v balkakh pri vnezapnykh strukturnykh perestroykakh i treshchinoobrazovanii: dissertatsiya kandidata tekhnicheskikh nauk [Transition Processes in Beams in Case of Sudden Structural Reorganizations and Crack-formation. Thesis of the Candidate of Technical Sciences]. Orel, 2009, 143 p.
  4. Lin Hai-Ping. Dynamic Design of Beams Using Soft Tuning. Proceedings of the 15th International Congress on Sound and Vibration. Daejeon, Korea, 2008, pp. 215—222.
  5. Gordon V.A., Pavlova T.A. Dinamicheskie yavleniya v balke pri lavinoobraznom protsesse vyklyucheniya svyazey v oporakh [Dynamic Effects in a Beam in Case of Snowballing Process of Support Connections Shutting off]. Vibratsionnye mashiny i tekhnologii: sbornik nauchykh trudov v 2 chastyakh [Vibrating Machines and Technologies. Collection of Scientific Works. In 2 Parts]. Kursk, KurskGTU Publ., 2005, Part 1, pp. 166—169.
  6. Gordon V.A., Klyueva N.V., Bukhtiyarova A.S., Poturaeva T.V. Raschet dinamicheskikh usiliy v konstruktivno-nelineynykh elementakh sterzhnevykh sistem pri vnezapnykh strukturnykh izmeneniyakh [Calculating Dynamic Impact in Constructive Non-linear Elements of Bar Systems in Case of Sudden Structural Changes]. Stroitel'naya mekhanika i raschet sooruzheniy [Construction Mechanics and Calculation of Structures]. 2008, no. 6, pp. 23—26.
  7. Pavlova T.A. Razvitie metoda rascheta stroitel'nykh konstruktsiy na zhivuchest' pri vnezapnykh strukturnykh izmeneniyakh: dissertatsiya kandidata tekhnicheskikh nauk [Development of the Durability Calculating Method for Building Structures in Case of Sudden Structural Changes. Thesis of the Candidate of Technical Sciences]. Orel, 2006.
  8. Klyueva N.V., Gordon V.A. Raschet dinamicheskikh dogruzheniy v sterzhnevoy prostranstvennoy sisteme s vnezapno vyklyuchayushchimisya elementami [Calculating Dynamic Loads in a Space Bare Structure with Suddenly Shutting off Elements]. Stroitel'naya mekhanika inzhenernykh konstruktsiy i sooruzheniy [Structural Mechanics of Engineering Structures and Constructions]. 2008, no. 6, pp. 72—79.
  9. Gordon V.A., Brusova V.I., Volchkov A.A. Napryazhenno-deformirovannoe sostoyanie nagruzhennoy balki pri vnezapnom umen'shenii ploshchadi poperechnogo secheniya [Stressstrain State of a Loaded Beam in Case of Sudden Cross Section Area Decrease]. Izvestiya OrelGTU. Seriya Stroitel'stvo. Transport. [News of Orel Technical University. Series: Construction. Transport]. 2006, no. 3—4, pp. 20—27.
  10. Gordon V.A., Brusova V.I., Volchkov A.A. Analiz dinamicheskogo protsessa v nagruzhennoy balke pri ee chastichnom razrushenii [Dynamic Process Analysis in a Loaded Beam in Case of its Partial Destruction]. Sovremennye problemy matematiki, mekhaniki, informatiki: materialy Mezhdunarodnoy konferentsii [Current Issues of Mathematics, Mechanics, Computer Science: Works of International Conference]. Tula, TulGU Publ., 2007, pp. 136—137.
  11. Gordon V.A., Klyueva N.V., Bukhtiyarova A.S., Poturaeva T.V. Raschet dinamicheskikh usiliy v konstruktivno-nelineynykh elementakh sterzhnevykh sistem pri vnezapnykh strukturnykh izmeneniyakh [Dynamic Impact Calculation in Constructive Non-linear Elements of Bar Systems in Case of Sudden Structural Changes]. Stroitel'naya mekhanika i raschet sooruzheniy [Structural Mechanics and Calculation of Structures]. 2008, no. 6, pp. 23—26.
  12. Gordon V.A., Kravtsova E.A. Pereraspredelenie napryazheniy v nagruzhennoy sostavnoy balke pri degradatsii svyazey sdviga [Stress Redistribution in a Loaded Composite Beam in Case of Shift Connections Degradation]. Stroitel'naya mekhanika i raschet sooruzheniy [Structural Mechanics and Calculation of Structures]. 2010, no. 4, pp. 2—6.
  13. Gordon V., Anokhin P., Stepanov Y. Transitional Processes in the Constructions with the Sudden Structural Reconstructions. Proceedings of the 15th International Congress on Sound and Vibration. Daejeon, Korea, 2008, pp. 1544—1556.
  14. Gordon V.A., Kravtsova E.A. Vliyanie prodol'nogo rassloeniya sostavnogo sterzhnya na chastoty sobstvennykh izgibnykh kolebaniy [The Infl uence of Longitudinal Lamination of a Compound Bar on Natural Flexural Vibrations]. Stroitel'naya mekhanika i raschet sooruzheniy [Structural Mechanics and Calculation of Structures]. 2011, no. 1, pp. 19—24.

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Comparative analysis of the construction solution variants for flat arch coverings of buildings

Vestnik MGSU 3/2014
  • Ibragimov Aleksandr Mayorovich - Ivanovo State Polytechnical University (IvGPU) Doctor of Technical Sciences, Professor, advisor, Russian Academy of Architecture and Construction Sciences, head, Department of Architecture and Graphics, Ivanovo State Polytechnical University (IvGPU), 20, 8 Marta st., Ivanovo, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Kukushkin Igor’ Sergeevich - Ivanovo State Polytechnical University (IvGPU) postgraduate student, assistant, Department of Building Structures, Ivanovo State Polytechnical University (IvGPU), 20, 8 Marta st., Ivanovo, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 59-66

Arch structures of long span buildings’ coverings are more beneficial in respect to material expenses, than beam and frame systems. Constructive schemes of roof frameworks of arch coverings are diverse, which means their operation under loading differs much. The authors offer a number of construction solutions for flat arch coverings of long span buildings. The comparative analysis of these construction solutions is presented. The operation of radial link arch is observed. The arch consists of discontinuous top chord and radial bowstring under the single load (uniformly distributed and concentrated in nods) with different spans and rises. The problem of radial link arch optimization is solved in dependence with arising forces and rise. The optimal camber of arch was found. In further works the authors plan to analyze spans more than 36 meters and solve the problem in case of asymmetrical loadings.

DOI: 10.22227/1997-0935.2014.3.59-66

References
  1. Eremeev P.G. Spravochnik po proektirovaniyu sovremennykh metallicheskikh konstruktsiy bol'sheproletnykh pokrytiy [Reference book on Design of Contemporary Metal Structures of Long Span Coverings]. Moscow, ASV Publ., 2011, 256 p.
  2. Ibragimov A.M., Kukushkin I.S. Analiz «zhivuchesti» luchevoy arki [Analysis of Radial Arch Durability]. Promyshlennoe i grazhdanskoe stroitel'stvo [Industrial and Civil Engineering]. 2013, no. 8, pp. 63—65.
  3. Ibragimov A.M., Kukushkin I.S. Stropil'naya konstruktsiya — luchevaya khordovaya arka [Building Structure — Radial Link Arch]. Promyshlennoe i grazhdanskoe stroitel'stvo [Industrial and Civil Engineering]. 2013, no. 9, pp. 49—51.
  4. Eremeev P.G. Osobennosti proektirovaniya unikal'nykh bol'sheproletnykh zdaniy i sooruzheniy [Design Features of Unique Long Span Buildings and Structures]. Sovremennoe promyshlennoe i grazhdanskoe stroitel'stvo [Contemporary Industrial and Civil Engineering]. 2006, no. 1, vol. 2, pp. 5—15.

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The influence of manufacturing factors on the formation of layer connections in multilayer exterior walls

Vestnik MGSU 3/2014
  • Korol' Elena Anatol'evna - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Department of Production Management and Renovation, 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 .
  • Pugach Evgeniy Mikhaylovich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Associate Professor, Department of Construction Technologies and Management, 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 .
  • Khar'kin Yuriy Aleksandrovich - Moscow State University of Civil Engineering (MGSU) engineer, assistant, Department of Production Management and Renovation, 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 67-75

Multilayer exterior walls are wide-spread in modern civil construction. One type of such structures is a three-layer wall with insulation layer made of lightweight concrete and exterior layers made of structural concrete. It is necessary to provide durable monolithic connection of concrete layers in the process of manufacturing this structure in order to decrease the percentage of web reinforcement and increase thermal engineering homogeneity of multilayer exterior walls. Experimental research of three-layer samples with external layers made of claydite-concrete and internal layer made of polystyrene concrete were conducted in order to establish the strength of layer connections in the multilayer exterior wall. Different temporal parameters and concrete strength were assigned during manufacturing of the samples. The samples were tested under axial tension and shear in the layer contact zone. The nature of tensile rupture and shearing failure was checked after the tests. The relations between manufacturing parameters, strength of the concrete used in samples and layer connection strength were established as a result of experimental research. The climatic tests of three-layer exterior wall model made of claydite-concrete and polystyrene concrete were conducted in order to establish the reduction of the layers contact zone strength during the maintenance. The wall model was made of concrete samples of varying strength. The experimental model was exposed to 35 cycles of alternate freezing and thawing in climatic chamber. During freezing and thawing, the strength tests of external and internal layers contact zone by tearing the cylindrical samples were conducted. Consequently, the nature of contact zone strength reduction for the samples with different concrete strength of external and internal layers was established. As a result of the conducted research, the optimal temporal parameters of manufacturing and optimal concrete strength were established. It is recommended to use these parameters in the process of manufacturing multilayer concrete exterior walls in order to provide durability of the concrete layers monolithic connection during maintenance of the structure.

DOI: 10.22227/1997-0935.2014.3.67-75

References
  1. Bogatova S.N., Bogatov A.D., Erofeev V.T. Dolgovechnost' yacheistogo betona na osnove boya stekla [Durability of Cellular Concrete on the Basis of Broken Glass]. Promyshlennoe i grazhdanskoe stroitel'stvo [Industrial and Civil Engineering]. 2011, no. 4, pp. 52—54.
  2. Vorob'ev A.A. Ograzhdayushchie konstruktsii iz gazobetona [Enclosure Made of Aerocrete]. Zhilishchnoe stroitel'stvo [Housing Construction]. 2003, no. 7, pp. 25—26.
  3. Sazhnev N.P., Belanovich S.B., Bukhta D.P., Fedosov N.N., Ovcharenko V.A., Katsynel' R.B., Kuz'michev R.V. Naruzhnye ograzhdayushchie konstruktsii zdaniy iz krupnorazmernykh yacheisto-betonnykh izdeliy [External Enclosing Structures of Buildings Made of Large-Size Cellular Concrete Products]. Stroitel'nye materialy [Construction Materials]. 2011, no. 3, pp. 12—18.
  4. Suleymanova L.A., Erokhina I.A., Suleymanov A.G. Resursosberegayushchie materialy v stroitel'stve [Resource-saving Materials in Construction]. Izvestiya vysshikh uchebnykh zavedeniy. Stroitel'stvo [News of Higher Educational Institutions. Construction]. 2007, no. 7, pp. 113—116.
  5. Yarmakovskiy V.N., Semchenkov A.S. Konstruktsionnye legkie betony novykh modifikatsiy — v resursoenergosberegayushchikh stroitel'nykh sistemakh zdaniy [New Modifications of Lightweight Structural Concrete — in Resources and Energy Saving Construction Systems of Buildings]. Academia. Arkhitektura i stroitel'stvo [Academia. Architecture and Construction]. 2010, no. 3, pp. 31—39.
  6. Del Ñoz D?az J.J., Beteg?n Biempica C., Prendes Gero M.B., Garc?a Nieto P.J. Analysis and Optimization of the Heat-insulating Light Concrete Hollow Brick Walls Design by the Finite Element Method. Applied Thermal Engineering. 2007, vol. 27, no. 8—9, pp. 1445—1456. DOI: 10.1016/j.applthermaleng.2006.10.010.
  7. Sales A., Almeida F.D.C.R., De Souza F.R., Dos Santos W.N., Zimer A.M. Lightweight Composite Concrete Produced with Water Treatment Sludge and Sawdust: Thermal Properties and Potential Application. Construction and Building Materials. 2010, vol. 24, no 12, pp. 2446—2453. DOI: 10.1016/j.conbuildmat.2010.06.012.
  8. Bazhenov Yu.M., Korol' E.A., Erofeev V.T., Mitina E.A. Ograzhdayushchie konstruktsii s ispol'zovaniem betonov nizkoy teploprovodnosti. Osnovy teorii, metody rascheta i tekhnologicheskoe proektirovanie [Exterior Walls Using Low Thermal Conductivity Concrete. Fundamentals of the Theory, Calculation Procedure and Technological Design]. Moscow, 2008, 320 p.
  9. Dobshits L.M., Fedorov V.S. Povyshenie prochnosti i dolgovechnosti stroitel'nykh konstruktsiy [Increasing the Strength and Durability of Building Structures]. Izvestiya Orlovskogo gosudarstvennogo tekhnicheskogo universiteta. Stroitel'stvo i transport [News of Orlov State Technical University. Construction and Transport]. 2007, no. 2/14, pp. 196—198.
  10. Kolchunov V.I., Akimochkina I.V. Metodika eksperimental'nykh issledovaniy prochnosti i deformativnosti kontaktnoy zony dvukh betonov s razlichnymi fiziko-mekhanicheskimi svoystvami [Experimental Research Procedure of Strength and Deformability of a Contact Zone of Two Concretes with Different Physical and Mechanical Properties]. Izvestiya Orlovskogo gosudarstvennogo tekhnicheskogo universiteta. Stroitel'stvo i transport [News of Orlov State Technical University. Construction and Transport]. 2005, no. 3—4, pp. 46—48.
  11. Fedorov V.S., Bashirov Kh.Z., Kolchunov Vl.I., Chernov K.M. Prochnost' zhelezobetonnykh konstruktsiy po naklonnym treshchinam tret'ego tipa [Shear Strength of Reinforced Concrete Structures Considering the Third Type Shear Cracking]. Vestnik grazhdanskikh ingenerov [Proceedings of Civil Engineers]. 2012, no. 5 (34), pp. 50—54.
  12. Korol' E.A., Pugach E.M., Nikolaev A.E. Eksperimental'nye issledovaniya stsepleniya betonov razlichnoy prochnosti v mnogosloynykh zhelezobetonnykh elementakh [Experimental Research of the Concrete Connections of Different Strength in Multilayer Reinforced Concrete Elements]. Tekhnologii betonov [Concrete Technologies]. 2006, no. 4, pp. 54—55.
  13. Korol' E.A., Khar'kin Yu.A., Bykov E.N. Eksperimental'nye issledovaniya vliyaniya klimaticheskikh vozdeystviy na monolitnuyu svyaz' betonnykh sloev razlichnoy prochnosti v mnogosloynykh konstruktsiyakh [Experimental Research of the CLimatic Infl uences on the Solid Joint of Concrete Layers with Different Strength in Sandwich Structures]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2010, no. 3, pp. 164—169.
  14. Pugach E.M., Korol' O.A. Eksperimental'nye issledovaniya raboty trekhsloynykh konstruktsiy so srednim sloem iz betona nizkoy teploprovodnosti v nestatsionarnom teplovlazhnostnom rezhime [Experimental Research of a Three-layer Structure with Middle Layer Made of Concrete with Low Thermal Conductivity in Nonstationary Heat and Humidity Mode]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2011, no. 3, vol. 2, pp. 154—158.
  15. Khar'kin Yu.A. O vliyanii fiziko-mekhanicheskikh kharakteristik betonov na prochnost' stsepleniya sloev v mnogosloynykh konstruktsiyakh pri klimaticheskikh vozdeystviyakh [On the Influence of Physical and Mechanical Characteristics of Concrete on the Bond Strength of Layers in the Sandwich Structures at Climate Exposures]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2010, no. 3, pp. 170—173.

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The influence of concrete joints on the structural behavior

Vestnik MGSU 3/2014
  • Koyankin Aleksandr Aleksandrovich - Siberian Federal University (SibFU) Candidate of Technical Sciences, Associate Professor, Department of Building Structures and Control Systems, Siberian Federal University (SibFU), 79 Svobodny Avenue, Krasnoyarsk, 660041, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Beletskaya Valeriya Igorevna - Siberian Federal University (SFU) Master Degree student, Department of Engineering Structures and Controlled Systems, Siberian Federal University (SFU), 79 Svobodnyy Prospekt, Krasnoyarsk, 660041, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Guzhevskaya Anastasiya Igorevna - Siberian Federal University (SFU) Master Degree student, Department of Engineering Structures and Controlled Systems, Siberian Federal University (SFU), 79 Svobodnyy Prospekt, Krasnoyarsk, 660041, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 76-81

The buildings made of monolithic reinforced concrete currently enjoy great popularity. Along with a great number of advantages of monolithic building, which are repeatedly listed in the works of many authors, there are many unexplored issues which require detailed consideration. The technological concrete joints are among them. The joints are inevitable in the process of construction of almost any monolithic building and their quality affects the reliability of buildings and structures. Despite regular use of the concept of cold joint and clear instructions in building standards on the technology of joint production, most organizations do not follow the correct technology of concreting the elements. As a result, the strength and stiffness characteristics of the construction deteriorate, because the linkage value of new concrete with the old one is significantly lower than in monolith. In order to conduct experimental studies the reinforced concrete beams of rectangular section were produced. As a result of testing, it was determined that the presence of a concrete joint significantly reduces the stiffness and carrying capacity of the structures. It is confirmed by the fact that the received deflections of solid beams without joint are significantly lower than the deflections of beams with cold joint. It also noted that the deflections of the beams manufactured following the normative technology are lower, than the deflections of the beams, manufactured with violation of the rules. Basing on the obtained results, it was concluded, that more detailed study of the work of a construction with cold joints in concrete is required. The reason for it is in the changing for the worse of the strength and stiffness characteristics of structural element, which is made produced with a joint, while in the process of real designing, the monolith buildings are calculated as solid monolithic, without joints.

DOI: 10.22227/1997-0935.2014.3.76-81

References
  1. Sokolov M.E. Rekomendatsii po ratsional'nomu primeneniyu konstruktsiy iz monolitnogo betona dlya zhilykh i obshchestvennykh zdaniy [Recommendations for Rational Use of the Structures Made of Monolithic Concrete for Residential and Public Buildings]. Moscow, TsNIIEPzh Publ., 1983.
  2. Sigalov E.E., Protasov V.A. K opredeleniyu osrednennoy zhestkosti zhelezobetonnykh vnetsentrenno szhatykh stoek s uchetom treshchin v rastyanutykh zonakh [On the Rigidity Determination of Reinforced Concrete Off-centre Compressed Columns]. Beton i zhelezobeton [Concrete and Reinforced Concrete]. 1971, no. 2, pp. 34—36.
  3. Popova M.V. Nesushchaya sposobnost' i deformativnost' monolitnykh plit perekrytiy s uchetom obrazovaniya tekhnologicheskikh treshchin [Bearing Capacity and Deformability of Monolithic Floor Slabs with Account for Technological Cracks Formation]. Moscow, 2002, 186 p.
  4. Spaethe G. Die Siclierhcit tragender Baukonstruktionen. 1992, Springer Aufl age, 306 p.
  5. Eisenberger M., Bielak J. Finite Beams on Infi nite Two-parameter Elastic Foundations. Computers & Structures. 1992, vol. 42, no. 4, pp. 661—664. DOI: 10.1016/0045-7949(92)90133-K.
  6. Sokolov M.E. Issledovanie treshchinoobrazovaniya v monolitnykh zdaniyakh [Crack Formation Study in Monolithic Buildings]. Zhilishchnoe stroitel'stvo [Housing Construction]. 1978, no. 8, pp. 11—16.
  7. Gvozdev A.A. Treshchinostoykost' i deformativnost' obychnykh i predvaritel'no napryazhennykh zhelezobetonnykh konstruktsiy [Crack Resistance and Deformability of Usual and Prestressed Concrete Structures]. Moscow, Stroyizdat Publ., 1965.
  8. Gushcha Yu.P. Issledovanie shiriny raskrytiya normal'nykh treshchin [Width Study of Normal Cracks]. Prochnost' i zhestkost' zhelezobetonnykh konstruktsiy [Durability and Rigidity of Reinforced Concrete Structures]. Moscow, Stroyizdat Publ., 1971.
  9. Karpenko N.I. K postroeniyu obshchikh kriteriev deformirovaniya i razrusheniya zhelezobetonnykh elementov [On the Question of Developing General Criteria of Deformation and Destruction of Reinforced Concrete Elements]. Beton i zhelezobeton [Concrete and Reinforced Concrete]. 2002, no. 6, pp. 20—25.
  10. Razaqpur A., Shah K. Exact Analysis of Beams on Two-parameter Elastic Foundations. International Journal of Solids and Structures. 1991, vol. 27, no. 4, pp. 435—454. DOI: 10.1016/0020-7683(91)90133-Z.
  11. Pishchulev A.A. Sovershenstvovanie rascheta prochnosti normal'nykh secheniy izgibaemykh zhelezobetonnykh konstruktsiy s povrezhdennoy szhatoy zonoy betona [Improvement of Strength Calculation of the Normal Sections of Bending Reinforced Concrete Structures with the Damaged Compressed Concrete Area]. Samara, 2010, 192 p.
  12. Korenev B.G. Voprosy rascheta balok i plit na uprugom osnovanii [Questions of the Calculation of Beams and Slabs on Elastic Foundation]. Moscow, Gosstroyizdat Publ., 1954, 231 p.

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The features of riveted connections of metal elements

Vestnik MGSU 3/2014
  • Mysak Vladimir Vasil’evich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Senior lecturer, Department of Metal 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 .
  • Tusnina Olga Aleksandrovna - Moscow State University of Civil Engineering (MGSU) postgraduate student, Department of Metal 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 .
  • Danilov Aleksandr Ivanovich - Moscow State University of Civil Engineering (MGSU) Candidate of Technical Sciences, Associate Professor, Department of Metal 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 .
  • Tusnin Aleksandr Romanovich - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Department of Metal 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 82-91

The steel thin-walled structures are widespread in civil and industrial engineering nowadays. Self-drilling screws or rivets are used to interconnect thin-walled elements. Blind rivets and nuts as connectors are considered in the frames of this paper. Rivets have some benefits over self-drilling screws. They are: we can obtain more dense connection when using rivets. So we can increase bearing capacity of connection; a lower cost of riveted connection; a large variety of installation tools for riveted connection: manual, pneumatic, battery; side; an easy installation: access to the connected element is required only from one. These benefits provide increasingly growling popularity to rivets. In the paper 4 types of rivets are considered: combined (aluminum/steel) blind rivets, zinc-coated steel blind rivets, stainless steel blind rivets and blind nuts. The features of each type of rivets are described in the paper. The influence on the behaviour of connections is revealed. The results of experimental research performed by the authors are presented in the paper. A bearing capacity shear of riveted connections is studied in the experiment. There are 3 types of riveted connections subjected to experiment: connection made by blind combined rivets; connection made by zinc-coated steel blind rivets; connection made by blind nuts. A connection between elements with significantly different thicknesses is modeled in the experiment. In reality this situation takes place, for example, in the roofing of buildings, where trapezoidal sheet can be fastened to purlin by rivets. As a result of the experiment the authors found out that the local deformations occuring under rivet head in the thick element significantly affect the behaviour and bearing capacity of the connection. That’s why the results of connection's bearing capacity obtained in tests were lower than the bearing capacity of rivet declared by manufacturers.

DOI: 10.22227/1997-0935.2014.3.82-91

References
  1. Vatin N.I., Sinel'nikov A.S. Bolsheproletnye nadzemnye peshekhodnye perekhody iz legkogo kholodnognutogo stal'nogo [Long Span Footway Bridges: Cold-Formed Steel Cross-Section]. Stroitelstvo unikalnykh zdaniy i sooruzheniy [Construction of Unique Buildings and Structures]. 2012, no.1, pp. 47—53.
  2. Mezentseva E.A., Lushnikov S.D. Bystrovozvodimye zdaniya iz legkikh stal'nykh konstruktsiy [Prefabricated Buildings of Light Steel Structures]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2009, no. 1, pp. 62—64.
  3. Kurazhova V.G., Nazmeeva T.V. Vidy uzlovykh soedineniy v legkikh stal'nykh tonkostennykh konstruktsiyakh [Types of Node Connections of Cold-formed Steel Structures]: Inzhenerno-stroitel'nyy zhurnal [Magazine of Civil Engineering]. 2011, no.3, pp. 47—53.
  4. Toma A., Sedlacek G., Weinand K. Connections in Cold-formed Steel. Thin-walled Structures. 1993, vol. 16, pp. 219—237.
  5. Ayrumyan E.L., Kamynin S.V., Ganichev S.V. Vytyazhnyye zaklepki ili samonarezayushchiye vinty? [Rivets or Self-tapping Screws]. Montazhnyye i spetsialnyye raboty v stroitelstve [Erecting and Special Works in Construction]. 2009, no. 3, pp. 2—9.
  6. Katranov I.G., Kunin Yu.S. Vytyazhnye zaklepki v uzlakh soedineniy legkikh stal'nykh tonkostennykh konstruktsiy. Assortiment i oblast' primeneniya [Rivets in the Junctions of Light Steel Thin-walled Structures. Range and Scope]. Promyshlennoye i grazhdanskoye stroitelstvo [Industrial and Civil Engineering]. 2010, no. 3, pp. 41—43.
  7. Kunin Yu.S., Katranov I.G. Optimizatsiya primeneniya vytyazhnykh zaklepok i samosverlyashchikh vintov v soyedineniyakh LSTK [Optimizing the Use of Rivets and Self-drilling Self-tapping Screws in the Compounds of LSTC.]. Stroitelnyye materialy, oborudovaniye, tekhnologii XXI veka [Construction Materials, Equipment, Technologies of 21st Century]. 2010, no. 7, pp. 35—37.
  8. Orlov I.V. Zaklepki: tipichnye oshibki i kontrol' kachestva [Rivets: Typical Errors and Quality Control]. Tekhnologii stroitelstva [Construction Technologies]. 2005, no. 7(41), p. 5.
  9. Moss S., Mahendran M. Structural Behaviour of Self-Piercing Riveted Connections in Steel Framed Housing. Sixteenth International Specialty Conference on Cold-Formed Steel Structures. Orlando, Florida USA, October 17-18, 2002, pp. 748—762.
  10. Holmstrom P. H., Sonstabo J.K. Behaviour and Modelling of Self-piercing Screw and Self-piercing Rivet Connections. Master thesis. Norwegian University of Science and Technology, 2013, 158 p.

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On the influence of plate properties of thin-walled beams, modeled by the system of related plates, on the natural frequencies and mode shapes

Vestnik MGSU 3/2014
  • Seregin Sergey Valer'evich - Komsomolsk on Amur State Technical University (KnAGTU) postgraduate student, Department of Construction and Architecture, Komsomolsk on Amur State Technical University (KnAGTU), 27 Lenina st, Komsomolsk on Amur, 681013, Russian Federation; (4217) 24-11-41; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 92-98

Thin-walled rods are widely used in construction and other industries. In the design of bridges, crane beams, gas-producing constructions there are cases when flange width is greater than the height profile of its wall. The currently used V.Z. Vlasov’s beam approximation in the process of determining the dynamic characteristics, is based on a set of assumptions, which do not allow to take into account the plate properties of thin-walled rods. In this paper the torsional vibrations of thin-walled beams modeled by a system of related plates with different geometrical characteristics are studied using finite element method. Also the case of an asymmetrical I-beam is studied. It was revealed that the transition from the uniaxial system to spatial structure with appropriate geometric parameters of the rod significantly thickens the frequency spectrum and can lead to more complex (mixed) modes of vibration. The author identified the cases when neglect of inertial forces in the wall and flanges and the assumption of non-deformability in the plane of the profile cross-section can lead to errors in determining the frequencies and modes of torsional vibrations. The application limits of the Vlasov’s theory are investigated and practical recommendations are given.

DOI: 10.22227/1997-0935.2014.3.92-98

References
  1. Vlasov V.Z. Tonkostennye uprugie sterzhni [Thin-walled Elastic Rods]. Moscow, Fizmatgiz Publ., 1959, 568 p.
  2. Timoshenko S.P. Teoriya kolebaniy v inzhenernom dele [Theory of Oscillations in Engineering]. Leningrad-Moscow, Gosudarstvennoe tekhniko-teoreticheskoe izdatel'stvo Publ., 1932, 345 p.
  3. Korbut B.A., Lazareva G.V. (Kucha G.V.) O dinamicheskoy teorii tonkostennykh krivolineynykh sterzhney [On the Dynamical Theory of Thin-walled Curved Bars]. Prikladnaya mekhanika [Applied Mechanics]. 1982, vol. XXIII, no. 5, pp. 98—104.
  4. Beylin E.A., Lazareva G.V. (Kucha G.V.) Opredelenie chastot svobodnyh izgibnokrutil'nykh kolebaniy tonkostennykh krivolineynykh sterzhney s uchetom deformatsii vrashcheniya secheniy [Determination of the Frequencies of Free Flexural-torsional Vibrations of Thin-walled Curved Bars Taking into Account the Deformation of Sections Rotation]. Leningrad, Leningradskiy inzhenerno-stroitel'nyy institut Publ.,1985, 13 p.
  5. Taranukha N.A. Matematicheskoe i eksperimental'noe modelirovanie kolebaniy sterzhnevykh sudovykh konstruktsiy s uchetom soprotivleniya vneshney sredy razlichnoy plotnosti [Mathematical and Experimental Modeling of Ship Bar Systems Oscillations with Account for the Resistance of the Media of Different Densities]. Uchennye zapiski KnAGTU [Scientific Notes of Komsomolsk on Amur State Technical University]. Komsomolsk on Amur, KnAGTU Publ., 2010, vol. 1, no. 4, pp. 81—91.
  6. Taranuha N.A., Zherebko K.V., Petrova A.N., Petrov M.R. Matematicheskoe modelirovanie bezmomentnoy sterzhnevoy sistemy pri bol'shikh peremeshcheniyakh [Mathematical Modeling of a Membrane Core System in Case of Substantial Displacements]. Izvestiya vuzov. Stroitel'stvo [News of Higher Educational Institutions. Construction]. 2003, no. 3, pp.12—18.
  7. Gavrilov A.A., Kudina L.I., Kucha G.V., Morozov N.A. Vliyanie geometricheskikh kharakteristik secheniy na znacheniya chastot svobodnykh izgibnykh kolebaniy tonkostennykh sterzhney [The Infl uence of the Cross Sections Geometric Characteristics on the Frequencies of Free Flexural Vibrations of Thin-walled Beams]. Vestnik OGU [Proceedings of Orenburg State University]. 2011, no. 5, pp. 146—150.
  8. Arpaci A., Bozdag S. E., Sunbuloglu E. Triply Coupled Vibrations of Thin-walled Open Cross-section Beams Including Rotary Inertia Effects. Journal of Sound and Vibration. 2003, vol. 260, no. 5, pp. 889—900. DOI: 10.1016/S0022-460X(02)00935-5.
  9. Li J., Shen R., Hua H., Jin X. Coupled Bending and Torsional Vibration of Axially Loaded Thin-walled Timoshenko Beams. International Journal of Mechanical Sciences. 2004, vol. 46, no. 2, pp. 299—320. DOI: 10.1016/j.ijmecsci.2004.02.009.
  10. Prokic A. On Fivefold Coupled Vibrations of Timoshenko Thin-walled Beams. Engineering Structures. 2006, vol. 28, no. 1, pp. 54—62. DOI: 10.1016/j.engstruct.2005.07.002.
  11. Senjanovic I., Catipovic I., Tomasevic S. Coupled Flexural and Torsional Vibrations of Ship-like Girders. Thin-Walled Structures. 2007, vol. 45, no. 12, pp. 1002–1021. DOI: 10.1016/j.tws.2007.07.013.
  12. Kim J.S., Wang K.W. Vibration Analysis of Composite Beams with End Effects via the Formal Asymptotic Method. Journal of Vibration and Acoustics. 2010, vol. 132 (4), 041003, pp. 1—8. DOI: 10.1115/1.4000972.
  13. Senjanovi? I., Toma?evi? S., Vladimir N., Tomi? M., Malenica ?. Application of an Advanced Beam Theory to Ship Hydroelastic Analysis. Proceedings of International Workshop on Advanced Ship Design for Pollution Prevention. Taylor & Francis, London, 2010, pp. 31—42. DOI: 10.1201/b10565-6.
  14. Senjanovi? I., Toma?evi? S., Vladimir N. An Advanced Theory of Thin-walled Girders with Application to Ship Vibrations. Marine Structures. 2009, vol. 22, no. 3, pp. 387—437. DOI: 10.1016/j.marstruc.2009.03.004.
  15. Senjanovi? I., Grubi?i? R. Coupled Horizontal and Torsional Vibration of a Ship Hull with Large Hatch Openings. Computers & Structures. 1991, vol. 41, no. 2, pp. 213—226. DOI: 10.1016/0045-7949(91)90425-L.
  16. Pavazza R. Torsion of Thin-walled Beams of Open Cross-sections with Infl uence of Shear. International Journal of Mechanical Sciences. 2005, vol. 47, no. 7, pp. 1099—1122. DOI: 10.1016/j.ijmecsci.2005.02.007.

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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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Strength and durability tests of pipeline supports for the areas of above-ground routing under the influence of operational loads

Vestnik MGSU 3/2014
  • Surikov Vitaliy Ivanovich - Research Institute of Oil and Oil Products Transportation (NII TNN) Deputy Director General for the Technology of Oil and Oil Products Transportation, Research Institute of Oil and Oil Products Transportation (NII TNN), 9-5, 2 Verhniy Mikhaylovskiy proezd, 115419, Moscow, Rus- sian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Bondarenko Valeriy Vyacheslavovich - Limited Liability Company "Konar" ("Konar") Candidate of Technical Sciences, director, Limited Liability Company "Konar" ("Konar"), 5 Hlebozavodskaya st, 454038, Chely- abinsk, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Korgin Andrey Valentinovich - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Supervisor, Scientific and Educational Center of Constructions Investigations and Examinations, Department of Test of Structures, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoe shosse, Moscow, 129337, Russian Federation; +7 (499) 183-54-29; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Shonin Kirill Sergeevich - Joint stock company “Konar” (JSC “Konar”) head, Designing Department of the project “Metal Structures”, Joint stock company “Konar” (JSC “Konar”), 4b Prospect Lenina, 454085, Chelyabinsk; +7 (351) 222-33-00; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Mikheev Yuriy Borisovich - Research Institute for Oil and Oil Products Transportation (NII TNN) chief specialist, Department of Mechanical and Processing Equipment for the Pipeline Transportation Facilities, Research Institute for Oil and Oil Products Transportation (NII TNN), 47A Sevastopolskiy prospect, 117186, Moscow, Russian Federation; +7 (495) 950-82-95 (25-41); This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 117-125

The present article deals with integrated research works and tests of pipeline supports for the areas of above-ground routing of the pipeline system “Zapolyarye - Pur-pe” which is laid in the eternally frozen grounds. In order to ensure the above-ground routing method for the oil pipeline “Zapolyarye - Pur-pe” and in view of the lack of construction experience in case of above-ground routing of oil pipelines, the leading research institute of JSC “Transneft” - LLC “NII TNN” over the period of August, 2011 - September, 2012 performed a research and development work on the subject “Development and production of pipeline supports and pile foundation test specimens for the areas of above-ground routing of the pipeline system “Zapolyarye - Pur-pe”. In the course of the works, the test specimens of fixed support, linear-sliding and free-sliding pipeline supports DN1000 and DN800 were produced and examined. For ensuring the stable structural reliability of the supports constructions and operational integrity of the pipelines the complex research works and tests were performed: 1. Cyclic tests of structural elements of the fixed support on the test bed of JSC “Diascan” by means of internal pressure and bending moment with the application of specially prepared equipment for defining the pipeline supports strength and durability. 2. Tests of the fixed support under the influence of limit operating loads and by means of internal pressure for confirming the support’s integrity. On the test bed there were simulated all the maximum loads on the support (vertical, longitudinal, side loadings, bending moment including subsidence of the neighboring sliding support) and, simultaneously, internal pressure of the carried medium. 3. Cyclic tests of endurance and stability of the displacements of sliding supports under the influence of limit operating loads for confirming their operation capacity. Relocation of the pipeline on the sliding supports from temperature expansion in case of preheated oil charge into a “cold” pipeline was simulated. 4. Cyclic tests of durability of frictional couples under the influence of operational and maximum loads. On the test bed there were examined various materials for the sliding surface of the supports, ensuring the norm friction coefficient.

DOI: 10.22227/1997-0935.2014.3.117-125

References
  1. Opory dlya truboprovodov na uchastkakh nadzemnoy prokladki truboprovodnoy sistemy «Zapolyar'e — NPS „Pur-Pe“»: Spetsial'nye tekhnicheskie trebovaniya [Supports for the Pipelines on the Areas of Above-ground Routing of the Pipeline System “Zapolyarye — Purpe”: Special Technical Requirements]. 2012, 92 p.
  2. Petrov I.P., Spiridonov V.V. Nadzemnaya prokladka truboprovodov [Above-ground Pipelining]. Moscow, Nedra Publ., 1973, 472 p.
  3. Kazakevich M.I., Lyubin A.E. Proektirovanie metallicheskikh konstruktsiy nadzemnykh promyshlennykh truboprovodov [Metal Structures Design for Above-ground Industrial Pipelines]. 2nd Edition. Kiev, Budivel'nik Publ., 1989, 160 p.
  4. McFadden T.T., Lawrense Bennett F. Construction in Cold Regions: A Guide for Planners, Engineers, Contractors, and Managers. Wiley Series of Practical Construction Guides. Wiley-Interscience, 1 edition, 1991, 640 p.
  5. Palmer A. Arctic Pipelines and the Future. Journal of Pipeline Engineering. 2011, vol. 10, no. 2.
  6. Coates P. Trans-Alaskan Pipeline Controversy: Technology, Conservation, and the Frontier. University of Alaska Press, 1 edition, 1993, 447 p.
  7. Cole D. Amazing Pipeline Stories: How Building the Trans-Alaska Pipeline Transformed Life in America's Last Frontier. Paperback, Epicenter Press, 1997, 224 p.
  8. Tiratsoo J. Trans Alaska Pipeline System. Pipelines International, ISSUE 004, 2010.
  9. Amerikanskaya tekhnika i promyshlennost': sbornik reklamnykh materialov [American Technologies and Industry: Collection of Advertizing Materials]. Moscow, V/O «Vneshtorgreklama» Publ, Chilton Ko, 1977, no. III, 407 p.
  10. Tipovye konstruktsii i detali zdaniy i sooruzheniy [Standard Constructions and Components of Buildings and Structures]. Seriya 4.903-10. Izdeliya i detali truboprovodov dlya teplovykh setey [Series 4.903-10. Items and Components of Pipelines for Heating Networks]. Vyp. 4. Opory truboprovodov nepodvizhnye [no.4. Fixed Pipeline Supports]. Leningrad, Leningradskiy filial proektno-tekhnologicheskogo instituta «Energomontazhproekt» Publ., 1972, 111 p.
  11. Unifi tsirovannaya dokumentatsiya na konstruktsii i uzly zdaniy i sooruzheniy [Unified Documentation for the Constructions and Node Points of Buildings and Structures]. Seriya 5.903-13. Izdeliya i detali truboprovodov dlya teplovykh setey [Series 5.903-13. Items and Components of Pipelines for Heating Networks]. Vyp. 8-95. Opory truboprovodov podvizhnye [no. 8-95. Pipeline Supports]. Rabochie chertezhi Publ., 2013, 199 p.
  12. Otchet po rezul'tatam poseshcheniya ob"ektov NK «Rosneft'» spetsialistami OAO «AK «Transneft'» [Report on the Visiting the Objects of the Oil Company “Rosneft” by the Specialists of JSCo «AK «Transneft'»]. 2011, p. 28.
  13. SP 16.13330.2011. Stal'nye konstruktsii [Rules and Regularities 16.13330.2011. Steel Structures]. 177 p.
  14. GOST 11629—75. Plastmassy. Metody opredeleniya koeffi tsienta treniya [All Union State Standard 11629—75. Methods of Friction Coefficient Determination]. 3 p.
  15. Surikov V.I., Varshitskiy V.M., Bondarenko V.V., Korgin A.V., Bogach A.A. Primenenie metoda konechnykh elementov pri raschete na prochnost' opor truboprovodov dlya uchastkov nadzemnoy prokladki nefteprovoda «Zapolyar'e — NPS “Pur-Pe”» [Using Finite Element Method in the Process of Strength Calculation for the Pipeline Supports in Above-Ground Area of "Zapolyar'e — NPS "Pur-Pe" Oil Pipeline]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2014, no. 1, pp. 66—74.

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Developing arithmetic deformation model of complex reiforced concrete plate with polymer concrete layer under the impact of corrosive medium

Vestnik MGSU 3/2014
  • Treshchev Aleksandr Anatol'evich - Tula State University (TulGU) Doctor of Technical Sciences, Professor, Head, Department of Construction, Building Materials and Structures, Tula State University (TulGU), 92 prospect Lenina, Tula, 300012, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Telichko Viktor Grigor'evich - Tula State University (TulGU) Candidate of Technical Sciences, Associate Professor, Department of Construction, Building Materials and Structures, Tula State University (TulGU), 92 prospect Lenina, Tula, 300012, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Bashkatov Aleksandr Valer'evich - Tula State University (TulGU) postgraduate student, Department of Construction, Building Materials and Structures, Tula State University (TulGU), 92 prospect Lenina, Tula, 300012, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 126-132

The arithmetic model of reinforced concrete slab distortion with a polymer-concrete layer exposed to aggressive influences is introduced. The relevance of this object choice as a matter of actual practice. The least contradictory model for specification of the strain-stress state of reinforced concrete constructions is sampled. The most efficient way of solving such tasks is the finite elements method, which lacks the drawbacks of the finite differences method. In this article, the arithmetic model of hybrid finite element qualification for the armored reinforced concrete slabs design is considered. The problem of reinforced concrete slab with a polymer-concrete layer bending is dealt with in the presence of dynamic deformation and simple loading, which gives the opportunity to introduce concrete as a nonlinear material with its elastic-plastic properties, which stay within the strain potential limits. The deformation of creep is not taken into account. The incremental equations connecting stress and deformation increments are provided.

DOI: 10.22227/1997-0935.2014.3.126-132

References
  1. Treshchev A.A. Teoriya deformirovaniya i prochnosti materialov, chuvstvitel'nykh k vidu napryazhennogo sostoyaniya. Opredelyayushchie sootnosheniya [The Theory of Deformation and Strength of Materials, Sensitive to a Form of Strained Stress. Defi ning Relations]. Tula, TulGU Publ., 2008, 264 p.
  2. Cook R.D. Two Hybrid Elements for Analysis of Thick Thin and Sandwich Plates. International Journal for Numerical Methods in Engineering. 1972, vol. 5, no. 2, pp. 277—288. DOI: 10.1002/nme.1620050213.
  3. Telichko V.G., Treshchev A.A. Gibridnyy konechnyy element dlya rascheta prostranstvennykh konstruktsiy s uslozhnennymi svoystvami [Hybrid Finite Element for Calculating Spatial Structures with Complicated Properties]. Aktual'nye problemy sovremennogo stroitel'stva: sbornik nauchnykh trudov 32 Vserossiyskoy nauchno-tekhnicheskoy konferentsii [Proceedings of 32nd Russian Scientific and Technical Conference "Current Problems of the Modern Construction"]. Penza, PGASA Publ., 2003, Part 2 Stroitel'nye konstruktsii [Building Structures], pp. 138—143.
  4. Artemov A.N., Treshchev A.A. Poperechnyy izgib zhelezobetonnykh plit s uchetom treshchin [Transverse Bending of Concrete Slabs with Account for Cracks]. Izvestiya vuzov. Stroitel'stvo [News of Higher Educational Institutions. Construction]. 1994, no. 9—10, pp. 7—12.
  5. Tong P., Pian T.H.H. A Variation Principle and the Convergence of a Finite-element Method Based on Assumed Stress Distribution. International Journal of Solids and Structures. 1969, vol. 5, no. 5, pp. 463—472. DOI: 10.1016/0020-7683(69)90036-5.
  6. Geniev G.A., Kissyuk V.N., Tyupin G.A. Teoriya plastichnosti betona i zhelezobetona [Plasticity Theory of Concrete and Reinforced Concrete]. Moscow, Stroyizdat Publ., 1974, 316 p.
  7. Telichko V.G., Treshchev A.A. Matematicheskaya model' rascheta prostranstvennykh konstruktsiy s uslozhnennymi svoystvami [A Mathematical Model for Calculating Spatial Structures with Complicated Properties]. Matematicheskoe modelirovanie i kraevye zadachi: trudy Vserossiyskoy nauchnnoy konferentsii [Proceedings of the All-Russian Scientific Conference "Mathematical Modeling and Boundary Value Problems"]. Samara, SamGTU Publ., 2004, Part 1, pp. 223—226.
  8. Petrov V.V. Postroenie inkremental'nykh sootnosheniy dlya fi zicheski nelineynogo materiala s razvivayushcheysya neodnorodnost'yu svoystv [Building Incremental Relations for Physically Non-linear Material with Developing Heterogeneity of Properties]. Problemy prochnosti elementov konstruktsiy pod deystviem nagruzok i rabochikh sred [Problems of Structures' Elements Strength under Loading and Working Environments]. Saratov, Saratov University, 2005, pp. 6—10.

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Account for geometrical nonlinearity in the analysis of reinforced concrete columns of rectangular section by finite element method

Vestnik MGSU 4/2014
  • Agapov Vladimir Pavlovich - Moscow State University of Civil Engineering (MGSU) Doctor of Technical Sciences, Professor, Department of Applied Mechanics and Mathematics, Moscow State University of Civil Engineering (MGSU), 26 Yaroslavskoye shosse, Moscow, 129337, Russian Federation; +7 (495) 583-47-52; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Vasil'ev Aleksey Viktorovich - limited liability company "Rodnik" design engineer, limited liability company "Rodnik", 22 Kominterna str., Tver, 170000, Russian Federation; +7 (482) 2-761-004; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 37-43

The superelement of a column of rectangular section made of homogeneous material and intended for linear analysis, developed by authors earlier on the basis of the three-dimensional theory of elasticity, is updated with reference to static analysis of reinforced concrete columns with account for geometrical nonlinearity. In order to get the superelement the column is divided on sections and longwise into eight-node solid finite elements modelling the concrete and two nodes rod elements modelling reinforcement. The elements are connected with one another in the nodes of finite element mesh that provides joint operation of concrete and reinforcement. The internal nodes of the obtained finite element mesh are excluded at the stage of stiffness matrix and load vector of a column calculation. Formulas for calculation of linearized stiffness matrix of a superelement and a vector of the nodal forces statically equivalent to internal stresses are received. The element is adjusted to the computer program PRINS, and can be used for geometrically nonlinear analysis of complex structures containing reinforced concrete columns of rectangular section. Separately standing reinforced concrete column was calculated on longitudinal-transverse bending for the verification of the received superelement. The critical load was determined according to the results of calculation. The determined critical force value corresponds to the theoretical value. Thus, the proposed method of accounting for the geometric nonlinearity in the analysis of reinforced concrete columns can be recommended for practical use.

DOI: 10.22227/1997-0935.2014.4.37-43

References
  1. Geniev G.A., Kissyuk V.N., Tyupin G.A. Teoriya plastichnosti betona i zhelezobetona [Plasticity Theory of Concrete and Reinforced Concrete]. Moscow, Stroyizdat Publ., 1974, 316 p.
  2. Yashin A.V. Kriterii prochnosti i deformirovaniya betona pri prostom nagruzhenii dlya razlichnykh vidov napryazhennogo sostoyaniya [Strength and Strain Criteria of Concrete at Simple Loading for Various Kinds of the Stress State]. Raschet i proektirovanie zhelezobetonnykh konstruktsiy [Analysis and Design of Reinforced Concrete Structures]. Moscow, 1977, pp. 48—57.
  3. Karpenko N.I. Obshchie modeli mekhaniki zhelezobetona [General Models of Reinforced Concrete Mechanics]. Moscow, Stroyizdat Publ., 1996, 396 p.
  4. Chen W.F. Plasticity in Reinforced Concrete. J. Ross Publishing, 2007. 463 p.
  5. Gedolin L., Deipoli S. Finite Element Studies of Shear-critical R/C Beams. ASCE Journal of the Engineering Mechanics Division. 1977, vol. 103, no. 3, pp. 395—410.
  6. Ngo D., Scordelis A.C. Finite Element Analysis of Reinforced Concrete. J. Am. Conc. Inst., 1967, vol. 64, pp. 152—163.
  7. Kotsovos M.D. Effect of Stress Path on the Behaviour of Concrete under Triaxial Stress States. J. Am. Conc. Inst., vol. 76, no. 2, pp. 213—223.
  8. Nam C.H., Salmon C.G. Finite Element Analysis of Concrete Beams. ASCE J. Struct. Engng. Div. Vol. 100, no. ST12, pp. 2419—2432.
  9. Willam, K.J., Warnke E.P. (1975). Constitutive Models for the Triaxial Behavior of Concrete. Proceedings of the International Assoc. for Bridge and Structural Engineering. Vol. 19, pp. 1—30.
  10. Hinton E., Owen D.R.J. Finite Element Software for Plates and Shells. Pineridge Press, Swansea, U.K., 1984, 403 pp.
  11. Beglov A.D., Sanzharovskiy R.S. Teoriya rascheta zhelezobetonnykh konstruktsiy na prochnost' i ustoychivost'. Sovremennye normy i Evrostandarty [The Theory of Strength and Buckling Analysis of the Reinforced Concrete Structures. Modern Norms and Eurostandards]. Saint Petersburg, Moscow, ASV Publ., 2006, 221 p.
  12. Mailyan D.R., Muradyan V.A. K metodike rascheta zhelezobetonnykh vnetsentrenno szhatykh kolonn [The Method of Calculating Eccentrically Compressed Reinforced Concrete Columns]. Inzhenernyy vestnik Dona [The Engineering Bulletin of Don]. 2012, no. 4 (part 2). Available at: http://www.ivdon.ru/magazine/archive/n4p2y2012/1333.
  13. Agapov V.P., Vasil'ev A.V. Modelirovanie kolonn pryamougol'nogo secheniya ob"emnymi elementami s ispol'zovaniem superelementnoy tekhnologii [Modeling Columns of Rectangular Cross-section with Superelement Technology]. Stroitel'naya mekhanika inzhenernykh konstruktsiy i sooruzheniy [Structural Mechanics of Engineering Buildings and Structures]. 2012, no. 4, pp. 48—53.
  14. Agapov V.P. Issledovanie prochnosti prostranstvennykh konstruktsiy v lineynoy i nelineynoy postanovkakh s ispol'zovaniem vychislitel'nogo kompleksa «PRINS» [Strength Analysis of Three-dimensional Structures with Computer Program PRINS]. Prostranstvennye konstruktsii zdaniy i sooruzheniy (issledovanie, raschet, proektirovanie, primenenie): sbornik statey [Three-dimensional Structures of Buildings (Investigation, Calculation, Design, Application): Collection of Articles]. Moscow, 2008, no. 11, pp. 57—67.
  15. Agapov V.P., Vasil'ev A.V. Superelement kolonny pryamougol'nogo secheniya s geometricheskoy nelineynost'yu [Superelement of the Rectangular Cross Section Column Having Physical Nonlinearity]. Vestnik MGSU [Proceedings of Moscow State University of Civil Engineering]. 2013, no. 6, pp. 50—56.

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Coefficients calculation of the best linear method for recovery of bounded analytic functions in a circle

Vestnik MGSU 4/2014
  • Ovchintsev Mikhail Petrovich - Moscow State University of Civil Engineering (MGSU) Candidate of Physical and Mathematical Sciences, Associate Professor, Department of Higher Mathematics, 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 .
  • Gusakova Ekaterina Mikhaylovna - Moscow State University of Civil Engineering (MGSU) Engineer of the second category, Department of Higher Mathematics, 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 44-51

This paper considers the problem of optimal recovery of bounded analytic functions. Namely, the values of these functions are determined at the point from their values at n given points lying in the unit circle. At first, we recall the necessary basic concepts: error of approximation by some method (which is a complex function of n complex variables), the best approximation method. Some theorems from the works of K.U. Osipenko are discussed: on the existence of a best linear approximation method and on calculating the error of best recovery method. After that we write out the formula for finding the error of best approximation method of bounded analytic functions in a unit circle. The lemma of conformal invariance of optimal recovery problem of these functions follows. We prove that under conformal mapping of the unit circle onto itself the error of the best approximation method before mapping coincides with the error of the best approximation method after mapping. It is also proved that a linear best method after conformal mapping coincides with the linear best restore method before this mapping (wherein the problem of optimal recovery after mapping is considered on the images of n given points lying in the original unit circle). Finally, we consider the problem of optimal recovery of bounded analytic functions in a circle in special case when the given points coincide with the vertices of a regular n-gon, and the point itself coincides with its center (which coincides with the origin). We prove that all the coefficients of the best linear method in this case are identical (wherein we apply the lemma of conformal invariance of optimal recovery problem of bounded analytic functions). The formulas for calculating these coefficients are given (for this purpose we write out an integral). The result is the smart, simple formulas for calculating the coefficients of the best linear approximation method for this particular case.

DOI: 10.22227/1997-0935.2014.4.44-51

References
  1. Osipenko K.Yu. Nailuchshee priblizhenie analiticheskikh funktsiy po informatsii ob ikh znacheniyakh v konechnom chisle tochek [The Best Approximation of Analytical Functions According to the Information on their Values in Finite Number of Points]. Matematicheskie zametki [Mathematical Notes]. 1976, vol. 19, no. 1, pp. 29—40.
  2. Osipenko K.Yu. Optimal'naya interpolyatsiya analiticheskikh funktsiy [Optimal Interpolation of Analytical Functions]. Matematicheskie zametki [Mathematical Notes]. 1972, vol.12, no. 4, pp. 465—476.
  3. Osipenko K.Yu. Nailuchshie metody priblizheniya analiticheskikh funktsiy, zadannykh s pogreshnost'yu [The Best Approximation Methods for Analytical Functions Given with a Precision]. Matematicheskiy sbornik [Mathematical Collection]. 1982, vol. 118 (160), pp. 350—370.
  4. Osipenko K.Yu. Zadacha Kheynsa i optimal'naya ekstrapolyatsiya analiticheskikh funktsiy, zadannykh s oshibkoy [Heinz Problem and Optimal Extrapolation for Analytical Functions, Given with an Error]. Matematicheskiy sbornik [Mathematical Collection]. 1985, vol. 126 (168), no.4, pp. 566—575.
  5. Osipenko K.Yu. O nailuchshikh i optimal'nykh kvadraturnykh formulakh na klassakh ogranichennykh analiticheskikh funktsiy [On the Best and Optimal Quadrature Formulas on the Classes of Finite Analytical Functions]. Izvestiya ANSSSR, ser. Matematika [News of the Academy of Sciences of the USSR. Mathematics Series]. 1988, vol. 52, no. 1, pp. 79—99.
  6. Bakhvalov N.S. Ob optimal'nosti lineynykh metodov priblizheniya operatorov na vypuklykh klassakh funktsiy [On the Optimality of the Linear Approximation Methods on the Classes of Convex Functions]. Vychislitel'naya matematika i matematicheskaya fizika [Numerical Mathematics and Mathematical Physics]. 1971, no. 4 (11), pp. 1014—1018.
  7. Tikhomirov V.M., Ioffe A.D. Teoriya ekstremal'nykh zadach [Theory of Extremum Problems]. Moscow, Nauka Publ., 1974, 479 p.
  8. Tikhomirov V.M., Alekseev V.N., Fomin S.V. Optimal'noe upravlenie [Optimal Management]. Moscow, Nauka Publ., 1979, 429 p.
  9. Micchelli C., Rivlin T. A Survey of Optimal Recovery, Optimal Estimation in Approximation Theory. N.Y., Plenum press., 1977, pp. 1—54.
  10. Micchelli C., Rivlin T. Lectures on Optimal Recovery. Lect. Notes. 1982, vol. 9, pp. 21—93.
  11. Bojanob B.D. Best Quadrature Formula for a Certain Class of Analytic Functions. Zastos, Mat, VXIV. 1974, pp. 441—447.
  12. Fisher S., Micchelli C. The N-width of Analytic Functions. Duke Math J. 1980, vol. 47, pp. 789—801.
  13. Rogosinski W., Shapiro H. On Certain Extremum Problems for Analytic Functions. Acta Math. 1953, vol. 90, pp. 287—318. DOI: 10.1007/BF02392438.
  14. Singer Y. Best Approximation in Normed Linear Spaces by Elements of Linear Subspaces. Berlin, Springer – Verlag, 1970, 462 p.
  15. Osipenko K.Yu. O proizvedeniyakh Blyashke, naimenee uklonyayushchikhsya ot nulya [On the Blaschke Products, Minimally Deviating from Zero]. Matematicheskie zametki [Mathematical Notes]. 1990, vol. 47, no. 5, pp. 71—80.

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Investigation of dynamic characteristics of shells with holes and added mass

Vestnik MGSU 4/2014
  • Seregin Sergey Valer’evich - Komsomolsk-na-Amure State Technical University postgraduate student, Department of Construction and Architecture, Komsomolsk-na-Amure State Technical University, 27 Lenin st., Komsomolsk-on-Amure, 681013, Russian Federation, (4217) 24-11-41; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 52-58

Thin cylindrical shells are widely used in construction, engineering and other industries. In case of designing a reservoir for the isothermal storage of liquefied gases such cases are inevitable, when housing requires various technical holes. A point wise added mass can appear into practice in the form of suspended spotlights, radar, architectural inclusions in buildings and structures of various purposes. It is known, that the dynamic asymmetry as an initial irregular geometric shape, including holes, and the added mass leads to specific effects in shells. In the paper the impact of a cut on the frequency and form of its own vibrations of thin circular cylindrical shells is theoretically examined with the help of the equations of linear shallow shell theory. For modal equations with Nav’e boundary conditions, we used the Bubnov - Galerkin method. The authors have expressed a formula for finding the lowest of the split-frequency vibrations of a shell with a cutout. It is stated, that in case of an appropriate choice of added mass value the lower frequencies are comparable with the case of vibrations of a shell with a hole. By numerical and experimental modeling and finite element method in the environment of MSC "Nastran" oscillation frequencies a shell supporting a concentrated mass and a shell with a cutout were compared. It is shown, that the results of the dynamic analysis of shells with holes with a suitable choice of the attached mass values are comparable with the results of the analysis of shells carrying a point mass. It was concluded that the edges in the holes, significantly affect the reduction in the lowest frequency, and need to be strengthened.

DOI: 10.22227/1997-0935.2014.4.52-58

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