DESIGNING AND DETAILING OF BUILDING SYSTEMS. MECHANICS IN CIVIL ENGINEERING

STEPWISE CALCULATION OF THE TRANSVERSE BENT OF A BUILDING FRAME

Vestnik MGSU 9/2016
  • Shishov Ivan Ivanovich - Vladimir State University named after Alexander and Nikolay Stoletovs (VISU) Candidate of Technical Sciences, Associate Professor, Department of Building Structures, Vladimir State University named after Alexander and Nikolay Stoletovs (VISU), 87 Gor’kogo str., Vladimir, 600000, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Ryazanov Maksim Aleksandrovich - Vladimir State University named after Alexander and Nikolay Stoletovs (VISU) postgraduate student, Department of Building Structures, Vladimir State University named after Alexander and Nikolay Stoletovs (VISU), 87 Gor’kogo str., Vladimir, 600000, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Maksimenko Marina Olegovna - Vladimir State University named after Alexander and Nikolay Stoletovs (VISU) Master student, Department of Building Structures, Vladimir State University named after Alexander and Nikolay Stoletovs (VISU), 87 Gor’kogo str., Vladimir, 600000, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Vichuzhanina Yuliya Aleksandrovna - Vladimir State University named after Alexander and Nikolay Stoletovs (VISU) Master student, Department of Building Structures, Vladimir State University named after Alexander and Nikolay Stoletovs (VISU), 87 Gor’kogo str., Vladimir, 600000, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 51-61

Deformation of plane core systems consisting of vertical and horizontal cores, which are rigidly or hingedly interconnected in the assembly, is considered in the article. Building frames of industrial and civil buildings, the columns of which undergo eccentrical compression and geometrically nonlinear deformation, have been investigated. There arises a necessity to solve the issues of strength, rigidity and stability. An algorithm and a computer program for solving this issue is proposed. The basic system of the deflection method and its suppositions has also been applied. The solution indicated stable convergence. Dependability between internal stresses of the cross section has been determined with account of the arising deformations and the effect of the linear compressing force that provides the accounting of geometrical nonlinearity. The examples illustrating high accuracy of the dislocation determination for the deformed-compressed core and the crippling load of the core system have been given. Finite-difference method that allows employing the cores the rigidity of which vary within their length limits has been used. The stability of the building under the core increment has also been investigated. An algorithm and a computer program for a plane core system calculation made up of vertical or horizontal cores rigidly or hingedly interconnected in the assembly have been worked out. Auxiliary core offsets and displacements of the system core joints have been taken as the basic unknown variables that allow making calculations with pre-set safety factor, rigidity and stability. The proposed stepwise method of the core system calculation is notable for its simplicity for programming. As the calculations testify, this method provides high accuracy of solutions. The applied method of finite differences may serve as a prerequisite for taking physical non-linearity of reinforced concrete into account.

DOI: 10.22227/1997-0935.2016.9.51-61

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Analysis of the properties of frame structures on elastic pliable foundation with sensitivity functions

Vestnik MGSU 7/2014
  • Dmitriev Gennadiy Nikiforovich - Chuvash State University (CSU) Candidate of Technical Sciences, Associate Professor, Department of Building Structures, Chuvash State University (CSU), 15 Moskovskiy pr., Cheboksary, 428015, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .
  • Shatovkin Semen Aleksandrovich - Chuvash State University (CSU) Postgraduate Student, Department of Building Structures, Chuvash State University (CSU), 15 Moskovskiy pr., Cheboksary, 428015, Russian Federation; This e-mail address is being protected from spambots. You need JavaScript enabled to view it .

Pages 75-84

The authors modified classical dummy-unit load method by adding elastic pliable foundation in the computation scheme. System attributes (internal force and foundation settlements) were obtained in symbolic form. Sensitivity functions were computed as direct system attributes differential with respect to a specific parameter. The developed method analyzes the structures’ properties with pliable foundation with sensitivity functions on the entire set of parameters. Using the above method, we observed the properties of the three-bay single-storey flat frame, computed sensitivity coefficients of a relative difference foundation settlements and the maximum bending moment of design frame parameters. Structural analysis without considering pliable base corresponds to a model with incompressible foundation. Practically such grounds are rare. Pliable base leads to displacement of the foundations, which in turn changes the stress-strain state of structures. Calculation of foundation settlements as freestanding unrelated elements also leads to errors. In general, settlement of any foundation leads to additional forces in the elements of the entire system, and hence to additional settlement of the remaining foundations. This issue is especially important for frame structures with freestanding foundations, such as joint foundation settlements caused by the stiffness of the structural elements of the frame. Thus, the analysis of foundation and frame elements collaboration based on sensitivity functions helps to assess the impact of system parameters on its properties. Purposeful reduction of the design parameters of the frame elements reduced the relative differential foundation settlements from 0.00213 to 0.00197 and the maximum bending moment from 781.2 kN∙m to 738.6 kN∙m.

DOI: 10.22227/1997-0935.2014.7.75-84

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