Pub Date : 2023-04-28DOI: 10.37538/0039-2383.2023.2.75.80
A. Kornilova, E. Paramonov
The presented article contains a summary of the methodology for the numerical calculation of thin foundation slabs for the action of dynamic loads from vibroactive equipment. The considered scheme makes it possible to take into account the vibration isolation and compliance of the supporting structure, the mutual influence of the load application areas on the stress-strain state of the slab. Two installation options are considered - with vibration isolation and without it. The calculation results show that small pieces of the slab account for large overall and heavy vibroactive equipment.
{"title":"CALCULATION SUBSTANTIATION OF THIN FOUNDATION PLATES FOR EQUIPMENT ON THE EXAMPLE OF A DIESEL GENERATOR PLANT.","authors":"A. Kornilova, E. Paramonov","doi":"10.37538/0039-2383.2023.2.75.80","DOIUrl":"https://doi.org/10.37538/0039-2383.2023.2.75.80","url":null,"abstract":"The presented article contains a summary of the methodology for the numerical calculation of thin foundation slabs for the action of dynamic loads from vibroactive equipment. The considered scheme makes it possible to take into account the vibration isolation and compliance of the supporting structure, the mutual influence of the load application areas on the stress-strain state of the slab. Two installation options are considered - with vibration isolation and without it. The calculation results show that small pieces of the slab account for large overall and heavy vibroactive equipment.","PeriodicalId":273885,"journal":{"name":"STRUCTURAL MECHANICS AND ANALYSIS OF CONSTRUCTIONS","volume":"33 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"115494745","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-28DOI: 10.37538/0039-2383.2023.2.38.45
Y. I. Dorogov
The loss of stability of a heavy horizontal rod on a rigid base is investigated. The differential equation of the angle of inclination of the curved axis of the rod is obtained using the exact expression of curvature. Various cases of conditions for fixing the ends of the rod are considered. From the possible forms of equilibrium of the rod, those are selected that satisfy the condition of equality of the compressive force work and the sum of elastic and gravitational energies accumulated by the rod. The curved shape of the equilibrium is determined by the maximum angle of deviation of the axis of the rod, which increases with increasing weight of the rod and does not depend on the geometric characteristics of its cross-section.
{"title":"LONGITUDINAL BENDING OF A WEIGHTY HORIZONTAL ROD ON A RIGID BASE.","authors":"Y. I. Dorogov","doi":"10.37538/0039-2383.2023.2.38.45","DOIUrl":"https://doi.org/10.37538/0039-2383.2023.2.38.45","url":null,"abstract":"The loss of stability of a heavy horizontal rod on a rigid base is investigated. The differential equation of the angle of inclination of the curved axis of the rod is obtained using the exact expression of curvature. Various cases of conditions for fixing the ends of the rod are considered. From the possible forms of equilibrium of the rod, those are selected that satisfy the condition of equality of the compressive force work and the sum of elastic and gravitational energies accumulated by the rod. The curved shape of the equilibrium is determined by the maximum angle of deviation of the axis of the rod, which increases with increasing weight of the rod and does not depend on the geometric characteristics of its cross-section.","PeriodicalId":273885,"journal":{"name":"STRUCTURAL MECHANICS AND ANALYSIS OF CONSTRUCTIONS","volume":"18 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"122613432","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-28DOI: 10.37538/0039-2383.2023.2.29.37
A. Uzdin, H. Mazhiev, G. V. Sorokina, I.O. Kuznezova, N. V. Nikonova, N.A. Ahetova, M. Belashov, O. Sabirova
According to Russian standards calculating bridges is made only for the action of a strong (maximum design) earthquake with a frequency of once every 500-5000 years. In the whole world practice there is a transition to multi-level designing, which considers several structure limit states and the corresponding design actions. The paper discusses the features of such transition in relation to bridges, with the whole range of issues related to such calculations being described. These issues include specifying limit states, specifying the level of design action, setting load combinations and design schemes for bridges, and taking into account damping in bridge elements. The developed proposals require setting the allowable repeatability of certain limit states and are based on the instrumental part of the current the seismic scale standard.
{"title":"CALCULATING BRIDGES FOR THE ACTION OF A WEAK (DESIGN) EARTHQUAKE.","authors":"A. Uzdin, H. Mazhiev, G. V. Sorokina, I.O. Kuznezova, N. V. Nikonova, N.A. Ahetova, M. Belashov, O. Sabirova","doi":"10.37538/0039-2383.2023.2.29.37","DOIUrl":"https://doi.org/10.37538/0039-2383.2023.2.29.37","url":null,"abstract":"According to Russian standards calculating bridges is made only for the action of a strong (maximum design) earthquake with a frequency of once every 500-5000 years. In the whole world practice there is a transition to multi-level designing, which considers several structure limit states and the corresponding design actions. The paper discusses the features of such transition in relation to bridges, with the whole range of issues related to such calculations being described. These issues include specifying limit states, specifying the level of design action, setting load combinations and design schemes for bridges, and taking into account damping in bridge elements. The developed proposals require setting the allowable repeatability of certain limit states and are based on the instrumental part of the current the seismic scale standard.","PeriodicalId":273885,"journal":{"name":"STRUCTURAL MECHANICS AND ANALYSIS OF CONSTRUCTIONS","volume":"1 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"115907829","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-28DOI: 10.37538/0039-2383.2023.2.18.28
V. V. Mishchenko
The article presents a calculation model, which, according to the author, most adequately reflects the work of building elements replaced in the process of engineering analysis by flexible connections. The concept of "mounting extension" of a flexible element is introduced, the value of which fully determines the behavior of the flexible connection after installation. Based on the proposed model, it is possible to obtain the stiffness characteristics of flexible connections for the calculation of building structures using existing CAD systems [1,2].
{"title":"FLEXIBLE CONNECTIONS: BASIC EQUATIONS AND DESIGN CHARACTERISTICS.","authors":"V. V. Mishchenko","doi":"10.37538/0039-2383.2023.2.18.28","DOIUrl":"https://doi.org/10.37538/0039-2383.2023.2.18.28","url":null,"abstract":"The article presents a calculation model, which, according to the author, most adequately reflects the work of building elements replaced in the process of engineering analysis by flexible connections. The concept of \"mounting extension\" of a flexible element is introduced, the value of which fully determines the behavior of the flexible connection after installation. Based on the proposed model, it is possible to obtain the stiffness characteristics of flexible connections for the calculation of building structures using existing CAD systems [1,2].","PeriodicalId":273885,"journal":{"name":"STRUCTURAL MECHANICS AND ANALYSIS OF CONSTRUCTIONS","volume":"7 4 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"116789038","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-28DOI: 10.37538/0039-2383.2023.2.63.68
S. V. Bosakov, O. Kozunova
The paper considers the calculations of single-span reinforced concrete bent beams, taking into account the nonlinear relationship between stresses and strains. Deflections of beams according to the Ritz method are given as a series of trigonometric functions with undetermined coefficients. Nonlinearity is taken into account by the "moment-curvature" dependence in the form of a cubic parabola. The functional of the total energy of the beam and the load acting on it has a non-linear form with respect to indefinite coefficients, which are found with the help of a computer mathematics package from the condition of the minimum of this functional. Two examples are given for a statically determinate reinforced concrete articulated beam under the action of a uniformly distributed load and a statically indefinite reinforced concrete beam under the action of a concentrated force. A comparison with an elastic solution is made. The coordinate functions of the Ritz method are given for single-span beams with other boundary conditions.
{"title":"THE RITZ METHOD IN NONLINEAR CALCULATIONS OF SINGLE-SPAN REINFORCED CONCRETE BEAMS.","authors":"S. V. Bosakov, O. Kozunova","doi":"10.37538/0039-2383.2023.2.63.68","DOIUrl":"https://doi.org/10.37538/0039-2383.2023.2.63.68","url":null,"abstract":"The paper considers the calculations of single-span reinforced concrete bent beams, taking into account the nonlinear relationship between stresses and strains. Deflections of beams according to the Ritz method are given as a series of trigonometric functions with undetermined coefficients. Nonlinearity is taken into account by the \"moment-curvature\" dependence in the form of a cubic parabola. The functional of the total energy of the beam and the load acting on it has a non-linear form with respect to indefinite coefficients, which are found with the help of a computer mathematics package from the condition of the minimum of this functional. Two examples are given for a statically determinate reinforced concrete articulated beam under the action of a uniformly distributed load and a statically indefinite reinforced concrete beam under the action of a concentrated force. A comparison with an elastic solution is made. The coordinate functions of the Ritz method are given for single-span beams with other boundary conditions.","PeriodicalId":273885,"journal":{"name":"STRUCTURAL MECHANICS AND ANALYSIS OF CONSTRUCTIONS","volume":"36 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"134131504","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-28DOI: 10.37538/0039-2383.2023.2.2.10
E. Koreneva, V. Grosman
The segment of a highway located in mountains is under investigation. One side of the segment under study adjoins to the rock. This construction under examination is based on high-capacity columns. This segment is considered as semi-infinite cantilever plate made from isotropic or constructive-orthotropic material. It is assumed that the thickness of this plate varies in one direction. The present work suggests the analytical method of computation. An influence of columns on the semi-infinite cantilever plate with varying thickness is considered as an action of a system of concentrated forces or systems of forces distributed along short straight lines and over surfaces of rectangulars. The solutions are received in closed forms.
{"title":"COMPUTATION OF THE SEGMENT OF A HIGHWAY LOCATED IN MOUNTAINS.","authors":"E. Koreneva, V. Grosman","doi":"10.37538/0039-2383.2023.2.2.10","DOIUrl":"https://doi.org/10.37538/0039-2383.2023.2.2.10","url":null,"abstract":"The segment of a highway located in mountains is under investigation. One side of the segment under study adjoins to the rock. This construction under examination is based on high-capacity columns. This segment is considered as semi-infinite cantilever plate made from isotropic or constructive-orthotropic material. It is assumed that the thickness of this plate varies in one direction. The present work suggests the analytical method of computation. An influence of columns on the semi-infinite cantilever plate with varying thickness is considered as an action of a system of concentrated forces or systems of forces distributed along short straight lines and over surfaces of rectangulars. The solutions are received in closed forms.","PeriodicalId":273885,"journal":{"name":"STRUCTURAL MECHANICS AND ANALYSIS OF CONSTRUCTIONS","volume":"36 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"115475818","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-28DOI: 10.37538/0039-2383.2023.2.69.74
D. N. Nizomov, A.I. Dadaboev
The article describes the process of mathematical modeling of the dynamic problem of the theory of elasticity by the method of boundary integral equations. As a result of applying successive approximation, a system of algebraic equations is obtained, which is solved by a step method. The developed algorithm makes it possible to study the stress-strain state of a two-dimensional problem of the theory of elasticity from various dynamic influences.
{"title":"MATHEMATICAL MODELING OF DYNAMIC PROBLEMS METHOD OF BOUNDARY EQUATIONS.","authors":"D. N. Nizomov, A.I. Dadaboev","doi":"10.37538/0039-2383.2023.2.69.74","DOIUrl":"https://doi.org/10.37538/0039-2383.2023.2.69.74","url":null,"abstract":"The article describes the process of mathematical modeling of the dynamic problem of the theory of elasticity by the method of boundary integral equations. As a result of applying successive approximation, a system of algebraic equations is obtained, which is solved by a step method. The developed algorithm makes it possible to study the stress-strain state of a two-dimensional problem of the theory of elasticity from various dynamic influences.","PeriodicalId":273885,"journal":{"name":"STRUCTURAL MECHANICS AND ANALYSIS OF CONSTRUCTIONS","volume":"18 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"133616583","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-28DOI: 10.37538/0039-2383.2023.2.53.62
V. N. Ivanov, O. Aleshina
The geometry and methods of forming right conoids are considered in the article. Right conoids are formed by the movement of a rectilinear generatrix perpendicular to a fixed straight line – the axis of the conoid, along which the rectilinear generatrix moves. When moving, the rectilinear generatrix rotates according to a given law around the directrix curve. Usually, the generatrix line is connected to some reference curve that the generatrix line touches. The coordinate grid along the generatrix lines is also connected with the reference curve. In this case, a non-orthogonal coordinate system of a right conoid is formed. Coefficients of quadratic forms of surfaces with a non-orthogonal coordinate system, usually are complex. Methods for analyzing shells with a non-orthogonal coordinate system of the middle surface of the shell are becoming more complicated. The article considers the possibility of forming right conoids with an orthogonal coordinate system, including with directrix reference curves. A vector equation is given for specifying right conoids with an orthogonal nonconjugate coordinate system. Formulas of coefficients of quadratic forms characterizing the internal geometry and curvature of right conoidal surfaces in space with the help of this vector equation are obtained. Based on the vector equations of the surface assignment, drawings of right conoids with various geometric parameters are constructed in the MathCAD program. The difference in the construction of right conoids with orthogonal and non-orthogonal curved coordinate systems is clearly demonstrated, so with different methods of specifying the angles of inclination of rectilinear generatrix of surfaces.
{"title":"GEOMETRY OF RIGHT CONOIDS WITH AN ORTHOGONAL COORDINATE SYSTEM.","authors":"V. N. Ivanov, O. Aleshina","doi":"10.37538/0039-2383.2023.2.53.62","DOIUrl":"https://doi.org/10.37538/0039-2383.2023.2.53.62","url":null,"abstract":"The geometry and methods of forming right conoids are considered in the article. Right conoids are formed by the movement of a rectilinear generatrix perpendicular to a fixed straight line – the axis of the conoid, along which the rectilinear generatrix moves. When moving, the rectilinear generatrix rotates according to a given law around the directrix curve. Usually, the generatrix line is connected to some reference curve that the generatrix line touches. The coordinate grid along the generatrix lines is also connected with the reference curve. In this case, a non-orthogonal coordinate system of a right conoid is formed. Coefficients of quadratic forms of surfaces with a non-orthogonal coordinate system, usually are complex. Methods for analyzing shells with a non-orthogonal coordinate system of the middle surface of the shell are becoming more complicated. The article considers the possibility of forming right conoids with an orthogonal coordinate system, including with directrix reference curves. A vector equation is given for specifying right conoids with an orthogonal nonconjugate coordinate system. Formulas of coefficients of quadratic forms characterizing the internal geometry and curvature of right conoidal surfaces in space with the help of this vector equation are obtained. Based on the vector equations of the surface assignment, drawings of right conoids with various geometric parameters are constructed in the MathCAD program. The difference in the construction of right conoids with orthogonal and non-orthogonal curved coordinate systems is clearly demonstrated, so with different methods of specifying the angles of inclination of rectilinear generatrix of surfaces.","PeriodicalId":273885,"journal":{"name":"STRUCTURAL MECHANICS AND ANALYSIS OF CONSTRUCTIONS","volume":"1 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"130476145","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-28DOI: 10.37538/0039-2383.2023.2.46.52
N. Novozhilova, N. M. Rudakov
This article considers the calculation of the carrying capacity of non-reinforced brickwork reinforced with a double-sided reinforced concrete cage, with the edge application of a local compressive load (on the end). The stress state of the masonry and concrete of the cage is analyzed by modeling the structure using an ANSYS PC. Due to the lack of a methodology for calculating the local edge compression of the structure under consideration, a calculation method is proposed that best corresponds to the operation of the model.
{"title":"ANALYSIS OF CALCULATION METHODS OF BRICKWORK REINFORCED WITH REINFORCED CONCRETE CAGE WITH LOCAL EDGE COMPRESSION.","authors":"N. Novozhilova, N. M. Rudakov","doi":"10.37538/0039-2383.2023.2.46.52","DOIUrl":"https://doi.org/10.37538/0039-2383.2023.2.46.52","url":null,"abstract":"This article considers the calculation of the carrying capacity of non-reinforced brickwork reinforced with a double-sided reinforced concrete cage, with the edge application of a local compressive load (on the end). The stress state of the masonry and concrete of the cage is analyzed by modeling the structure using an ANSYS PC. Due to the lack of a methodology for calculating the local edge compression of the structure under consideration, a calculation method is proposed that best corresponds to the operation of the model.","PeriodicalId":273885,"journal":{"name":"STRUCTURAL MECHANICS AND ANALYSIS OF CONSTRUCTIONS","volume":"125 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"131593896","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-04-28DOI: 10.37538/0039-2383.2023.2.11.17
M. Kirsanov, A. Maslov
A scheme of a statically determinate tower-type spatial truss is proposed. Three lateral faces of the structure have double diagonal lattices, from below the truss rests on six racks and three additional horizontal lateral braces. The problem of the first natural frequency of free oscillations of the structure is solved. The inertial properties of the truss are modeled by the masses in its nodes. Each mass has two horizontal degrees of freedom. To obtain an analytical expression for the dependence of the lower limit of the oscillation frequency on the number of panels, the approximate Dunkerley method is used. The forces in the truss rods are found from the solution of the system of equilibrium equations for the nodes. The matrix of the system of equations is compiled in the Maple computer mathematics system. The rigidity of the structure is determined using the Mohr integral. A series of solutions obtained for a different number of panels is generalized to an arbitrary case by induction. For sequences of coefficients in the solution, linear recurrent equations are compiled and solved. The analytical solution is compared with the numerical solution of the problem of the vibration spectrum of the structure. It is shown that the first frequency of the spectrum is higher than the analytical estimate by no more than 30%. The accuracy of the estimate depends to a greater extent on the number of panels. As the number of panels increases, the accuracy of the resulting estimate increases. A trusses with only an even number of panels are considered. It is noticed that with an odd number of panels, the determinant of the system of equilibrium equations of nodes vanishes, which indicates the kinematic degeneration of the structure.
{"title":"FORMULA FOR A LOWER BOUND FOR THE FIRST NATURAL FREQUENCY OF A TRIHEDRAL TOWER TRUSS.","authors":"M. Kirsanov, A. Maslov","doi":"10.37538/0039-2383.2023.2.11.17","DOIUrl":"https://doi.org/10.37538/0039-2383.2023.2.11.17","url":null,"abstract":"A scheme of a statically determinate tower-type spatial truss is proposed. Three lateral faces of the structure have double diagonal lattices, from below the truss rests on six racks and three additional horizontal lateral braces. The problem of the first natural frequency of free oscillations of the structure is solved. The inertial properties of the truss are modeled by the masses in its nodes. Each mass has two horizontal degrees of freedom. To obtain an analytical expression for the dependence of the lower limit of the oscillation frequency on the number of panels, the approximate Dunkerley method is used. The forces in the truss rods are found from the solution of the system of equilibrium equations for the nodes. The matrix of the system of equations is compiled in the Maple computer mathematics system. The rigidity of the structure is determined using the Mohr integral. A series of solutions obtained for a different number of panels is generalized to an arbitrary case by induction. For sequences of coefficients in the solution, linear recurrent equations are compiled and solved. The analytical solution is compared with the numerical solution of the problem of the vibration spectrum of the structure. It is shown that the first frequency of the spectrum is higher than the analytical estimate by no more than 30%. The accuracy of the estimate depends to a greater extent on the number of panels. As the number of panels increases, the accuracy of the resulting estimate increases. A trusses with only an even number of panels are considered. It is noticed that with an odd number of panels, the determinant of the system of equilibrium equations of nodes vanishes, which indicates the kinematic degeneration of the structure.","PeriodicalId":273885,"journal":{"name":"STRUCTURAL MECHANICS AND ANALYSIS OF CONSTRUCTIONS","volume":"1 1","pages":"0"},"PeriodicalIF":0.0,"publicationDate":"2023-04-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"125841665","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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