Column Effective Length Factor and Girder Parametric Analysis for the Components of Xinqiao International Airport Terminal

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The steel structure of Hefei Xinqiao International Airport Terminal was taken as a background of this article. The large-span frame is a typical frame of the structure. The curved box-girders are the critical parts of the whole frame. This paper focused on the mechanical properties of the curved girders, as well as the influence on box-columns connected with them. Stability problem is a key problem in the steel structure design, and effective length factor is a way to reflect the stability problem in code for design. In this paper, the whole model of the airport terminal was established to conduct eigenvalue buckling analysis to obtain effective length factors of the box-columns connected to the curved box-girder. In the finite model, a unified axial force was applied on the end of the box-column, and the elements of the box-columns and the adjacent members were refined. Then the effective length factors were derived through the buckling models. In this paper, the curved box-girders of Hefei airport building were studied using finite element software ANSYS. The local model of the curved box-girders were set up to study the mechanical properties of the curved girders including the ultimate capacity analysis. Parametric analysis of the girders was carried out, and the results could be used to guide the design. The results show that finite element method is a convenient way of calculating effective length factors for members with complex boundary conditions, and analysis of local models provides reasonable suggestions for design.

Info:

Periodical:

Advanced Materials Research (Volumes 243-249)

Edited by:

Chaohe Chen, Yong Huang and Guangfan Li

Pages:

897-902

DOI:

10.4028/www.scientific.net/AMR.243-249.897

Citation:

D. Z. Li et al., "Column Effective Length Factor and Girder Parametric Analysis for the Components of Xinqiao International Airport Terminal", Advanced Materials Research, Vols. 243-249, pp. 897-902, 2011

Online since:

May 2011

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Price:

$38.00

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3923 Parametric Analysis of the Curved Box-Girders Finite Element Analysis. The local model of the curved box-girder in GJ3-6 and GJ2-7 was set up to study the mechanical properties of the curved girders including the ultimate capacity analysis. The dimensions of the sections are shown in Fig. 6 and Fig. 7. The thickness of flange plate of the box-column that connected to the curved box-girder is 80mm. The other plates are of the same thicknesses as the cross-section of the curved girder. Beside the analysis of the bearing capacity, parametric analysis of the girders was carried out, in order to get the effect of the thickness of the steel sheets. a) Local model b) Section a) Local model b) Section Fig. 6 Local model of GJ3-6 Fig. 7 Local model of GJ2-7 Enlarge forces extracted from the whole model, the ultimate bearing capacity of the local models were calculated. The load-displacement curves were shown in Fig. 8and Fig. 97. Fig. 8 Load-displacement curve Of GJ3-6 Fig. 9 Load-displacement curve Of GJ2-7 From the results above, it could be found that the ultimate bearing capacities were larger than 6 times of the design load. In other words, the design safety factor is greater than 6, which declares the safety of the structure. Parametric Analysis of the Flange And Web Plate Thickness. Based on the local model of Hefei Xinqiao airport terminal, a model with the section of B1400×400×30×25 was established. Remain the cross-section size, boundary constraint conditions, web plate thickness and stiffener thickness of the local model unchanged, the parametric analysis was carried out. With the change of the flange thickness of the box-column, the maximum stress of the girders under the design load is calculated[] Ghani Razaqpur, Li Hangang: Computing in Civil and Building Engineering. 1993: 469-476 ]. The results are shown in Table. 2: Table. 2 Results of parametric analysis of the flange thickness Flange thickness(mm) 26 28 30 40 50 60 70 80 Maximum stress(MPa) 194. 896 186. 474 178. 995 150. 459 130. 725 116. 046 104. 579.

DOI: 10.4028/www.scientific.net/amr.243-249.818

[96] 887 Remain the cross-section size, boundary constraint conditions, flange plate thickness and stiffener thickness of the local model unchanged, the parametric analysis was carried out. With the change of the web thickness of the box-column, the maximum stress of the girders is calculated. The results are shown in Table. 3: Table. 3 Results of parametric analysis of the web thickness Web thickness(mm) 18 20 22 24 25 26 28 30 Maximum stress(MPa) 208. 19 199. 427 190. 963 182. 872 178. 995 176. 049 170. 611 166. 318 Fig. 10 Maximum stress with the flange thickness changes Fig. 11 Maximum stress with the web thickness changes The results of Fig. 10 and Fig. 11 showed that with the increase of the flange plate and web plate thickness of the box-column, stress concentration was reduced. The changes of maximum stress are remarkably due to the reduction of the variations of the plate thickness. Parametric Analysis of the Stiffener Thickness. Based on the local model of Hefei Xinqiao airport terminal, a model with the section of B1400×400×30×25 was established. Remain the cross-section size, boundary constraint conditions, flange plate thickness and web thickness of the local model unchanged, the parametric analysis was carried out. With the change of the stiffener thickness and number of the box-column (Fig. 12), the maximum stress of the girders under the design load is calculated. The results are shown in Table. 4: Table. 4 Maximum stress results of parametric analysis of the stiffener plate Thickness(mm) Number 4 6 8 10 12 14 18 22 1 281. 96 282. 002 282. 044 282. 083 282. 12 282. 188 282. 216 282. 268 2 284. 469 282. 672 280. 936 279. 26 277. 628 276. 034 272. 929 269. 908 3 284. 707 282. 947 281. 229 279. 561 277. 932 276. 335 273. 218 270. 184 Fig. 12 Different stiffener arrangements Conclusions can be drawn from Fig. 13 that: (1) Stiffener thickness had less affect on the stress of the curved-girder capacity. (2) The stress was significantly decreased with two or three stiffeners. (3) Three stiffeners didn't affect much more than two stiffeners with the neutral axis extra stiffener. Fig. 13 Maximum stress as the stiffener changes Conclusions From the results above, it could be found that finite element method is a convenient way of calculating effective length factors for members with complex boundary conditions, and the mechanical properties of the curved girders including the ultimate capacity analysis were finally carried out: (1) While calculating the performance of the box-columns that directly connected to the curved box-girders, the effective length factors that carried out in this paper should be referred. That ensured the column stability capacity and design security. (2) Utilizing the calculation results, the safety of the curved box-girders of GJ3-6 and Gj2-7 were confirmed. (3) Based on the section form, using two stiffeners with certain thickness it is also suggested. Acknowledgement This work was financially supported by the National Natural Science Foundation (No. 5138006). References.

DOI: 10.3403/30193546u

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