http://journals.rudn.ru/structural-mechanics/issue/feedStructural Mechanics of Engineering Constructions and Buildings2018-12-15T00:00:00+00:00Iraida Mamievastmj@rudn.universityOpen Journal Systems<p><strong>Editor-in-Chief</strong>: Sergej N. Krivoshapko, DSc in technical Sciences<span lang="EN-US">,</span> Professor</p> <p><strong>Indexation</strong>: Russian Science Citation Index, Google Scholar, Ulrich's Periodicals Directory, DOAJ, WorldCat, Cyberleninka, Dimensions</p> <p><strong>Open Access & <strong><strong>Publication frequency</strong></strong></strong>: Open Access; bimonthly publishing.</p> <p><strong><strong>Peer-Review </strong>& APC</strong>: double blind; no article processing charge.</p> <p><strong>ISSN</strong>: 1815-5235 (Print) <strong>ISSN</strong>: 2587-8700 (Online)</p> <p><strong>PUBLISHER</strong>: <a href="http://www.rudn.ru/en_new/">Peoples’ Friendship University of Russia (RUDN University)</a></p>http://journals.rudn.ru/structural-mechanics/article/view/19274Computer analysis of the behavior of large-span metal domes with different methods of installation2018-09-14T11:43:14+00:00Evgeny V Lebedevglebed@mail.ru<p>A brief characteristic of the process of forming the frameworks of large-span metal domes during the installation process is given. A general description of the structural solutions of the frameworks of ribbed domes with annular rings and lattice large-span metal domes is presented. Alternative ways of modeling structural connections of the elements of the frameworks are discussed for domes with different types of structural systems. The load-bearing structural schemes during the assembly of frameworks differ from those, adopted for their analysis and design. Due to this fact, initial internal forces appear in the structural elements of frameworks that are called assembly forces. For the research purpose, design computer models of ribbed dome with annular rings and of sectorial lattice metal dome were developed with the span of 48 m and the height 12 m. The lattice is made of steel I-bars with rigid connections at the joints. The investigated dome frameworks are supported along the contour by permanent columns through hinge supports. On the basis of de-sign models, additional models were created for incomplete frameworks to study alternative ways of erection, which differed from each other in the number of temporary supports with hinge connection to the framework and hinge connections of the bar elements at the joint above the temporary support. Each of these models interpreted the intermediate state of the erected dome framework with its characteristic structural scheme. Depending on the number of temporary supports, three installation schemes were considered for the ribbed-ring dome, and four schemes - for the sectoral-lattice dome. Assembly computer models included the following types of temporary supports: central support, central and one row of intermediate supports, central and three rows of intermediate supports, support under each joint of a frame-work. For each assembly model of the dome framework, computer analysis was performed for the action of its self-weight in order to determine their stress-strain state. Stresses in the structural members, obtained as a result of the analysis, were compared with the stresses in the corresponding elements of the design model of the framework under the self-weight. Based on the obtained data, graphs and diagrams were constructed reflecting the level of assembly stresses in the structural elements of the frame in comparison with design values taking into account the type of work (compression or tension). Various groups of elements are considered along the entire height of the dome frames. The conclusion is made that the stresses in the elements of frameworks of the large-span metal domes are unavoidable when they are erected, and the level of these stresses for specific erection methods is significant. The methods of erection and the types of structural elements that can affect the reliability of dome frames are indicated. The necessity of compulsory analysis of frame-works for erection conditions in the design of large-span metal domes was noted.</p>2018-12-15T00:00:00+00:00Copyright (c) 2018 Lebed E.V.http://journals.rudn.ru/structural-mechanics/article/view/19275Stress-strain state investigation of the “YASUNI” shell by bionic architecture methods based on numerical modeling2018-09-14T11:44:10+00:00Olga О Alyoshinaxiaofeng@yandex.ruDavid Cajamarca Zunigacdavidcz@hotmail.comIt is hard to imagine architecture and construction without large-span shells of various applications and taking into consideration the requests of architects, the new achievements in numeral modeling of the surfaces and introduction of new groups of tailored surfaces, the appearance of new forms and types of thin-walled shell structures of this kind is inevitable. The bionic method of solving these tasks pushes the boundaries of these opportunities. The subject being studied is the stress strain state of new uncanonical shell “YASUNI”, designed of monolithic reinforced concrete with the use of modern finite element analysis settlement system. The form of the shell is built on the basis of images of the Ecuadorian flora. The form of the shell imitates a leaf of a flower laying on the lay of the land. The triangle finite-element mesh is created with a harmonic fusion of lily and daisy in a single structure. The shell is designed as a solid-cast one, made of different classes of reinforced concrete (В25, В30, В35) with thickness from δ = 5 cm to δ = 10 cm with a step 1 cm without contouring beams. The structure is subjected to self-weight. The article introduces the first results of the research of stress strain state of the shell “YASUNI”. The authors continue the research of the work this shell with different geometrical parameters, the boundary conditions with the addition of contour elements. Due to the computing complex SCAD OFFICE, precision of which is enough to perform calculations it is possible to reach the most advantageous technical-and-economic indexes of the researched uncanonical shell.2018-12-15T00:00:00+00:00Copyright (c) 2018 Alyoshina O.О., Cajamarca Zuniga D.http://journals.rudn.ru/structural-mechanics/article/view/19276Adjustment of forces in large-span structures in the design of a rational constructive form of a Dolphinarium in Volgograd2018-09-14T11:44:46+00:00Ivan R Sitnikovsitnikovir11@gmail.comAlexander V Golikovalexandr_golikov@mail.ru<p>In some cases, architectural, technological or other special requirements dictate the development of buildings and structures with large spans of shells. The choice of the scheme of bearing structures depends on the size of the span, architectural and planning solutions, the shape of the building in plan, the height of the structure, the presence and type of suspended transport, the requirements for the rigidity of the shell, the nature of lighting and aeration, type of roof, size and distribution of loads, the need to accommodate large masses of people and other factors. Differences in the purpose of large-span buildings and structures, features of technological processes, architectural and aesthetic requirements determine the use of a variety of solutions of such coatings. The article presents design measures for the implementation of architectural and artistic solutions of the building of the Dolphinarium in Volgograd. Analytical description of complex architectural and structural forms is performed. The analysis of existing structural forms of large-span structures is given. In the design, the concept of a combined archcable system was implemented, in which the cable system acts as an unloading and supporting system. The study of the work under load of various schemes of the cable system. It was also investigated the influence of pre-tensioning braces on strain supported their designs, and from what was determined optimal value of the efforts of the cables tension.</p>2018-12-15T00:00:00+00:00Copyright (c) 2018 Sitnikov I.R., Golikov A.V.http://journals.rudn.ru/structural-mechanics/article/view/19277Stress changing analysis in structures with account of the erection level2018-09-14T11:45:36+00:00Oleg V Mkrtychevmkrtychev@yandex.ruMikhail I Andreevmisha-andreev_93@mail.ruDmitry S Sidorovdimacolt@yandex.ru<p>The article shows the results of computational studies of buildings taking into account and without taking into account the stages of erection. They make it possible to establish the dependence of the parameters of the stress-strain state of the load-bearing structures of a high-rise building during the calculation. The construction process is multi-stage and is strongly associated with the consistency of the work performed on the construction site. When calculating without taking into account the stage of construction in the columns of the upper floors of buildings and constructions, sufficiently large tensile forces may occur, there are characteristic horizontal deviations of the building’s axis from the vertical. The sources of distortions may be the irregularity of the rigidities of the building in the plan and the uneven deformation of the base of the structure. This phenomenon is due to the lack of staging of the erection of structures, it is believed that the building is loaded the instantly. The horizontal displacements of the floors below the installation level of the corresponding stage must be compensated, taking them into account when calculating. In this regard, the article discusses the impact of accounting for the stages of construction on the forces arising in the elements of the building. The example of calculation of a high-rise building in the software complex LIRA 9.6 taking into account the stages of construction and step-by-step application of the load on the design model. Modeling of the erection process makes it possible to take into account the uneven precipitation of vertical elements, the displacement of characteristic points (marks) of the structure in the horizontal direction.</p>2018-12-15T00:00:00+00:00Copyright (c) 2018 Mkrtychev O.V., Andreev M.I., Sidorov D.S.http://journals.rudn.ru/structural-mechanics/article/view/19278Analysis of frame buckling without sidesway classification2018-09-14T11:46:33+00:00Vera V Galishnikovagalishni@gmail.comPeter Jan Pahlpahl@ifb.bv.tu-berlin.de<p>The effective buckling length of a column in a steel frame depends on the sidesway of the frame. The classification sidesway - no sidesway of a frame depends on all members of the frame and is made on an empirical basis. A change of class leads to large changes in the effective column length, and thus affects the buckling load and the economy of the column design. In order to avoid the uncertainties of the empirical classification, it is proposed to determine the buckling load of the complete frame with a nonlinear analysis. The method is illustrated with an unbraced and a braced frame, which are analyzed for hinged as well as fixed columns at ground floor level. The forces in the columns at buckling of the frames are compared to the buckling loads of the single columns. The design of high-rise steel frames against buckling by sidesway - no sidesway categorization has been compared to the buckling analysis of the frames as a whole with nonlinear models. The results confirm the large differences between the buckling loads of braced and unbraced high-rise frames, which are well known from analytical solutions for simple portal frames.</p>2018-12-15T00:00:00+00:00Copyright (c) 2018 Galishnikova V.V., Pahl P.J.http://journals.rudn.ru/structural-mechanics/article/view/19279Partially closure of rectilinear crack emanating from contour of circular hole in stringer plate2018-09-14T11:47:08+00:00Minavar V Mir-Salimzadaminavar.mirsalimzade@imm.az<p>The technical holes existing in plates create an increased concentration of stress in the plate. In present article, a thin plate with a circular hole from which a rectilinear crack emanates is studied. The plate is reinforced by stringers. The model of crack with interfacial bonds in end zone is used. The plate and reinforcing ribs are made of different elastic and isotropic materials. It is assumed that the stringers are not bending and their thickness does not change during deformation. The plate is assumed to be unbounded and subjected to stretching at infinity. The case of partial crack closure is considered. The action of the stringers is replaced by unknown equivalent concentrated forces applied at the points of connection of the ribs and the plate. To solve the problem under consideration, the method of solution of the elastic problem and the method of construction in explicit form of the Kolosov - Muskhelishvili potentials corresponding to unknown normal displacements along a rectilinear crack are combined. To determine the parameters that characterize the crack closure, a singular integral equation is obtained and converted to a finite nonlinear algebraic system. To determine the unknown equivalent concentrated forces, Hooke's law is used. Solution of the algebraic system was obtained using the method of successive approximations. Directly from the solution of the obtained algebraic systems the cohesive forces in the bonds, contact stresses and size of the crack contact zone were found. Using the obtained relations it is possible to solve the inverse problem, i.e. to determine the characteristics and stress state of the stringer-reinforced thin plate with a circular hole at which the predetermined contact area of the faces of the rectilinear crack emanating from the hole is reached.</p>2018-12-15T00:00:00+00:00Copyright (c) 2018 Mir-Salimzada M.V.http://journals.rudn.ru/structural-mechanics/article/view/19280The modern state of the problem of analyzing the natural frequencies and modes of vibration of a composite structure2018-09-14T11:47:59+00:00Alibek U Nurimbetovalibek_55@mail.ruAlexander A Dudchenkoa_dudchenko@mail.ru<p>Various methods for calculating the shapes and frequencies of natural vibrations of rod structures and blades are described in the literature. At present, there is still no one unified universal technique for ensuring the vibratory strength of blades, based on the exact solution of the problem of calculating the vibrational characteristics of modern impellers of complex design. Thus, the problem of the flexural-torsional flutter of working blades of turbo-machines is extremely relevant, in spite of the insufficient attention given to it in various literary sources. The above drawbacks can be avoided by applying various design analysis methods. Calculation methods for analyzing the strength of structures, as a rule, are divided into analytical and numerical. Analytical methods for studying the stress-strain and vibration state are based in most cases on simplified relations between the theories of rods, shells, and also the theory of oscillations. The advantage of analytical methods is the relative ease of use and convenience in performing valuation calculations at the initial stages of design. The paper reviews and analyzes works on the finding of frequencies and modes of vibrations of rod structures and compressor blades for their subsequent use for multi-layer anisotropic rod structures from composite materials (CM) during the design phase.</p>2018-12-15T00:00:00+00:00Copyright (c) 2018 Nurimbetov A.U., Dudchenko A.A.http://journals.rudn.ru/structural-mechanics/article/view/19281Numerical investigation of natural frequencies and mode shapes of air-supported structures2018-09-14T11:49:22+00:00Nikolay A Mokinmokiavelli@mail.ruAlexey A Kustovalexeykustov@outlook.comMikhail I Gandzhuntsevoppmgsu2014@yandex.ru<p>Natural frequencies and mode shapes are important properties of engineering structures and buildings. Modal analysis of the prestressed membrane structures made of orthotropic material is described in this paper. The equation of motion of the system with finite number of degrees of freedom was given in the matrix form. Features of the modal analysis of prestressed system are described. To validate our technique, we have found in the literature and repeated the modal analysis of cylindrical membrane structure (inflated beam). In the source paper the analytical solutions for the natural frequencies were obtained for the one-dimensional (beam) model with taking into account orthotropic mechanical properties and prestress. In this paper the test case was solved for the spatial shell model using finite element analysis, realized in program software “ANSYS Mechanical”. Comparison between authors’ results and results described in reference is carried out. The possible reasons of results divergence are explained. The validated technique has been applied to modal analysis of an air-supported structure based on the rectangular plan of 20×50 m. Models with different mesh sizes were used to achieve the mesh convergence of results. Almost linear dependence between internal pressure and squares of natural frequencies has been received. This result is in the accordance with known solutions, described in the literature for isotropic membranes.</p>2018-12-15T00:00:00+00:00Copyright (c) 2018 Mokin N.A., Kustov A.A., Gandzhuntsev M.I.http://journals.rudn.ru/structural-mechanics/article/view/19282Experimental studies of strength flanged connections2018-09-14T11:54:30+00:00Mark P Sonmark-son@mail.ru<p>In Russia experimental studies of flange joints of beams with columns have not been carried out previously, which led to the absence of normative methods for their calculation and design. The article presents the results of full-scale tests of three models of flange connections. Models vary in bolt strength, flange thickness, and loading pattern. The purpose of the experiments was to study the operation and bearing capacity of flange joints of beams with columns in the elastic and elastoplastic stage under the action of static loads. The experiments were carried out according to a multifactorial plan. The researches were carried out on a test bench developed by the author, representing a closed power circuit receptive the pressure of the jacks without the occurrence of reactions to the laboratory's power floor. The pressure in the loading system was fixed by pressure gauges, the displacement by linear displacement sensors, and deformations by strain gauges. According to the results of the experiments, it has been shown that it is possible to design and operate flange joints without reinforcement elements, such as stiffeners, haunches, back flanges, support tables, etc. Up to loads of 25-35 tf, the connections worked linearly, samples are destroyed at moments of 45-50 tf·m. Efforts perceived by full-scale models proved to be several times higher than those calculated in the “Kometa-2” program and recommended for calculating flange connections.</p>2018-12-15T00:00:00+00:00Copyright (c) 2018 Son M.P.