1441 2 Displacement ratio k.
Google Scholar
0541 3 Stability capacity of displacement ratio method (kN).
Google Scholar
[37]
04 103. 76 161. 61 222. 22 282. 32 342. 52 4 Stability capacity of numerical method (kN).
Google Scholar
[37]
31 110. 14 146. 73 170. 74 188. 60 195. 02 5 Relative deviation value(%) －5. 79.
Google Scholar
[75]
63 The displacement relative deviation of the ratio method calculation of the portal frame stable carrying capacity with the numerical method to calculate the portal frame stable bearing capacity with increasing span - number n become larger. Therefore, we repeated the calculation of summary, to finalize the ratio of coefficients (20) The formula becomes (21) By correction of the ratio coefficient s, the calculated results (see Table3and Fig. 1). Table 3: One-span or two or three or four or five of single-layer portal frame displacements ratio method to calculate the results table No. Content Cantilever column single-layer portal frame(span number) 1 2 3 4 5 1 Displacement values (mm).
DOI: 10.4028/www.scientific.net/amm.351-352.329
Google Scholar
1441 2 Displacement ratio k.
Google Scholar
0541 3 Stability capacity of displacement ratio method (kN).
Google Scholar
[37]
04 103. 75 145. 48 177. 91 197. 65 205. 55 4 Stability capacity of numerical method (kN).
Google Scholar
[37]
31 110. 14 146. 73 170. 74 188. 60 195. 02 5 Relative deviation value (％).
Google Scholar
[5]
40 Fig. 1： n— diagram. Abscissa is n-span, Ordinate is . Single span multi-storey frame Application with the above single-layer multi-span portal frame of the same data and calculation methods to calculate the stability of the bearing capacity of single-span multi-layer in Table4. Table 4: One-layer or two or three or four or five of single-span portal frame displacement value calculation table. Displacement values (mm) Displacement ratio (k) The displacement conversion critical load value (kN) Software to calculate the critical load value (kN) Relative deviation value (%) Single layer Cantilever column.
DOI: 10.4028/www.scientific.net/amm.405-408.869
Google Scholar
1785 103. 66 110. 14 －5. 80 Two layers Cantilever column.
Google Scholar
[76]
77 －7. 70 Three layers Cantilever column.
Google Scholar
[67]
42 －7. 77 Four layers Cantilever column 170. 5429.
Google Scholar
[63]
28 －7. 61 Five layers Cantilever column 333. 0916.
Google Scholar
[60]
88 －7. 04 Conclusion In this thesis, a large number of theoretical calculations and examples of validation to the following conclusions: The formula under the assumption that (22) set up. Verified by an example, this formula applies to single-layer multi-span and single-span multi-layer portal frame stability and bearing capacity calculation, and thus can be extended to the multi-layer multi-span portal frame stable bearing capacity calculation. Play an important role for the subsequent calculation of the stability capacity of the portal frame. By contrast, the proposed method eliminates the need for the tedious process of calculation using the finite element method in the past, saving a lot of time. This method is simple and practical, easy to master and worth promoting [] Ying Luo. Single and multi - storey steel frame structure of the ultimate bearing capacity theory and experiment [J] , Tsinghua University, 2000. In Chinese. ]. References.
DOI: 10.1109/isttca53489.2021.9654525
Google Scholar
