Wpływ Odkształcalności Przekroju Poprzecznego Pręta Cienkościennego na Siłę Krytyczną Eulera
The object of this paper is to determine the influence of the deformation of the cross-section (Fig. 1) of a compressed double-tee bar of length on the EULERIAN critical force Pe in the elastic range. Hinged end supports and rigid end diaphragms preventing the deformation of the end cross-sections a...
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| Language: | English |
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Institute of Fundamental Technological Research
1960-03-01
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| Series: | Engineering Transactions |
| Online Access: | https://et.ippt.pan.pl/index.php/et/article/view/2913 |
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| author | A. Chudzikiewicz |
| author_facet | A. Chudzikiewicz |
| author_sort | A. Chudzikiewicz |
| collection | DOAJ |
| description | The object of this paper is to determine the influence of the deformation of the cross-section (Fig. 1) of a compressed double-tee bar of length on the EULERIAN critical force Pe in the elastic range. Hinged end supports and rigid end diaphragms preventing the deformation of the end cross-sections are assumed. It is also assumed that the critical stress obtained will be less than the critical stress of local buckling. Since we have always 0 >t, it is assumed that the horizontal elements are not deformed in the plane of the cross-section. Therefore, the vertical part is the only part to undergo deformation, its deflection being w(×,y) (Fig. 3). In further considerations, the horizontal elements are treated as bars subjected to bending, torsion and compression, and the vertical element as a plate subjected to bending and compression. Two equilibrium equations must be satisfied: for bending, (2.1), and for torsion, (2.2). For the vertical part the familiar Eq. (2.4) must be satisfied.
The solution is assumed in the form (2.6). It satisfies the boundary conditions (2.3) for æ = 0 and x = l, and the conditions (2.5) at the edges x = 0 and x = l. There remain the compatibility equations of strain and displacement to be satisfied at the edges y = + h/2. be (2.10) in (2.1) and (2.2). Hence the buckling condition is obtained in the form This may done by substituting of the transcendental equation (2.14). In Sec. 3, an iteration method for calculating the critical force is described. The EULERIAN stresses are assumed as the first approximation or, in other words, ky = kp according to (3.1). The quantities thus obtained are then assumed to constitute the load of the horizontal elements. Thus, the second approximation kg is obtained as the lower of the roots of the quadratic equation (3.3). Further approximations are calculated from the quadratic equation
(3.4). The iteration is not rapidly convergent, but a linear interpolation according to Fig. 5 yields a good result.
In Sec. 4, are presented the calculation results.
Table 1 represents the dependence of the diminishing of the EULERIAN force on the length / of the bar, Table 2 showing the dependence on the para- meter Ut, and Table 3-on the parameter d/t. From a discussion, it follows that for rolled girders this influence is expressed by fractions of one per cent (Table 3); for welded girders it may exceed one per cent and with decreasing length of the bar it increases rapidly (Table 1); but then, the critical stress exceeds the elastic limit and the stress of local buckling.
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| format | Article |
| id | doaj-art-d43b5c403d4046ae9b7988554f7f50aa |
| institution | Kabale University |
| issn | 0867-888X 2450-8071 |
| language | English |
| publishDate | 1960-03-01 |
| publisher | Institute of Fundamental Technological Research |
| record_format | Article |
| series | Engineering Transactions |
| spelling | doaj-art-d43b5c403d4046ae9b7988554f7f50aa2025-08-20T03:49:50ZengInstitute of Fundamental Technological ResearchEngineering Transactions0867-888X2450-80711960-03-0181Wpływ Odkształcalności Przekroju Poprzecznego Pręta Cienkościennego na Siłę Krytyczną EuleraA. Chudzikiewicz0Politechnika GdańskaThe object of this paper is to determine the influence of the deformation of the cross-section (Fig. 1) of a compressed double-tee bar of length on the EULERIAN critical force Pe in the elastic range. Hinged end supports and rigid end diaphragms preventing the deformation of the end cross-sections are assumed. It is also assumed that the critical stress obtained will be less than the critical stress of local buckling. Since we have always 0 >t, it is assumed that the horizontal elements are not deformed in the plane of the cross-section. Therefore, the vertical part is the only part to undergo deformation, its deflection being w(×,y) (Fig. 3). In further considerations, the horizontal elements are treated as bars subjected to bending, torsion and compression, and the vertical element as a plate subjected to bending and compression. Two equilibrium equations must be satisfied: for bending, (2.1), and for torsion, (2.2). For the vertical part the familiar Eq. (2.4) must be satisfied. The solution is assumed in the form (2.6). It satisfies the boundary conditions (2.3) for æ = 0 and x = l, and the conditions (2.5) at the edges x = 0 and x = l. There remain the compatibility equations of strain and displacement to be satisfied at the edges y = + h/2. be (2.10) in (2.1) and (2.2). Hence the buckling condition is obtained in the form This may done by substituting of the transcendental equation (2.14). In Sec. 3, an iteration method for calculating the critical force is described. The EULERIAN stresses are assumed as the first approximation or, in other words, ky = kp according to (3.1). The quantities thus obtained are then assumed to constitute the load of the horizontal elements. Thus, the second approximation kg is obtained as the lower of the roots of the quadratic equation (3.3). Further approximations are calculated from the quadratic equation (3.4). The iteration is not rapidly convergent, but a linear interpolation according to Fig. 5 yields a good result. In Sec. 4, are presented the calculation results. Table 1 represents the dependence of the diminishing of the EULERIAN force on the length / of the bar, Table 2 showing the dependence on the para- meter Ut, and Table 3-on the parameter d/t. From a discussion, it follows that for rolled girders this influence is expressed by fractions of one per cent (Table 3); for welded girders it may exceed one per cent and with decreasing length of the bar it increases rapidly (Table 1); but then, the critical stress exceeds the elastic limit and the stress of local buckling. https://et.ippt.pan.pl/index.php/et/article/view/2913 |
| spellingShingle | A. Chudzikiewicz Wpływ Odkształcalności Przekroju Poprzecznego Pręta Cienkościennego na Siłę Krytyczną Eulera Engineering Transactions |
| title | Wpływ Odkształcalności Przekroju Poprzecznego Pręta Cienkościennego na Siłę Krytyczną Eulera |
| title_full | Wpływ Odkształcalności Przekroju Poprzecznego Pręta Cienkościennego na Siłę Krytyczną Eulera |
| title_fullStr | Wpływ Odkształcalności Przekroju Poprzecznego Pręta Cienkościennego na Siłę Krytyczną Eulera |
| title_full_unstemmed | Wpływ Odkształcalności Przekroju Poprzecznego Pręta Cienkościennego na Siłę Krytyczną Eulera |
| title_short | Wpływ Odkształcalności Przekroju Poprzecznego Pręta Cienkościennego na Siłę Krytyczną Eulera |
| title_sort | wplyw odksztalcalnosci przekroju poprzecznego preta cienkosciennego na sile krytyczna eulera |
| url | https://et.ippt.pan.pl/index.php/et/article/view/2913 |
| work_keys_str_mv | AT achudzikiewicz wpływodkształcalnosciprzekrojupoprzecznegopretacienkosciennegonasiłekrytycznaeulera |