46 9 2 0 1 3 9 CHINA CIVIL ENGINEERING JOURNAL Vol. 46 Sep. No. 9 2013 2012KB30 2012KB31 2012-06-09 1 2 1 1 2 1 1 1 1. 510640 2. 510640 110m 80m 9. 4m TU393. 3 A 1000-131X 2013 09-0021-08 Nonlinear buckling analysis of long-span elliptic paraboloid suspended dome structure for Houjie Gymnasium Jiang Zhengrong 1 2 Wang Shitong 1 Shi Kairong 1 2 Peng Zhihan 1 Gao Xiaonan 1 Kong Peng 1 1. South China University of Technology Guangzhou 510640 China 2. State Key Laboratory of Subtropical Building Science South China University of Technology Guangzhou 510640 China Abstract A long-span elliptic paraboloid suspended dome structure in which the clear span between supports is 110m 80m and the rise of the upper single layer reticulated shell is 9. 4m is employed in the steel roof of Houjie Gymnasium. The nonlinear buckling behaviors of the structure and the corresponding single layer reticulated shell are investigated respectively by considering geometric nonlinearity initial geometric imperfection and half-span distribution of live loads. Based on the study above the influences of initial geometric imperfection distribution mode and material elastic-plasticity on the stability analysis of suspended dome are further discussed. The results show that the stability bearing capacity of suspended dome is remarkably higher than that of single layer reticulated shell. The coefficient of stability bearing capacity usually is not minimal when the initial geometric imperfection is distributed in the first-order buckling mode and the material nonlinearity might have significant effect on the coefficient. The consistent mode imperfection method is not fully applicable to the stability analysis of the structure. Keywords suspended dome single layer reticulated shell geometric nonlinearity initial geometric imperfection material nonlinearity E-mail zhrjiang@ scut. edu. cn 4 2011ZM0115 ANSYS 2012ZM0093 10451064101005087
22 2013 1 d 9340m 2 9825m 2 1 1 a e 127. 875m 93m 110m 80m 1 b V 110m 80m 9. 4m 24 1 /11. 7 1 /8. 5 1 c Fig. 1 1 + 4 1 f 22. 600m Analytical model 1 10 28m 20m 0. 8kN /m 2 0. 5kN /m 2 404. 2kN 681. 1kN 1008. 4kN 1584. 4kN LINK10 0. 3kN /m 2 BEAM188 2 a 2 b
46 9 23 Table 1 1 Specifications of members and materials 377 14 351 14 299 8 Q345-B 299 10 245 10 325 10 245 8 1 ~ 3 219 10 4 219 12 1 5 31 2 5 73 3 1670 5 91 Fig. 2 4 5 211 1 30 2 ~ 3 GLG460 45 2 4 Different layouts of live loads 70 206 10 3 N /mm 2 345N /mm 2 195 10 3 N /mm 2 1330N /mm 2 206 10 3 N /mm 2 460N /mm 2 3 40 2 10 3 ~ 8 3 2 11. 4kg /m 2 1. 5kg /m 2 3. 1kg /m 2 56. 8kg /m 2 72. 8kg /m 2 3 ~ 8 2 3 K L + λk G Φ = 0 1 K L K G λ Φ - 1 K L + λk G = 0 2 3 1. 0 + 1. 0 - K T ΔU = ΔP - F 3 1. 0 + 1. 0 K T ΔU ΔP 1. 0 + 1. 0 F
24 2013 2 10 Table 2 Comparison of the first ten eigenvalues 1 8. 180 5. 587 8. 424 5. 670 8. 621 5. 918 2 8. 281 5. 610 8. 465 5. 693 8. 736 6. 345 3 8. 834 5. 933 8. 703 6. 012 9. 018 6. 380 4 8. 836 6. 042 8. 729 6. 055 9. 438 6. 610 5 8. 960 6. 143 9. 427 6. 619 9. 587 6. 741 6 8. 991 6. 155 9. 438 6. 621 9. 731 6. 826 7 9. 526 6. 495 9. 554 6. 737 9. 789 7. 088 8 9. 568 6. 563 9. 770 6. 769 9. 919 7. 097 9 9. 572 6. 587 9. 978 6. 973 10. 081 7. 105 10 9. 584 6. 601 10. 287 7. 037 10. 371 7. 153
46 9 25 3 11 4 100% 4. 3. 3 4. 3. 4 5% 3 1 /300 Table 3 Comparison of coefficients of stability bearing capacity K 4. 2 K 2. 0 3. 1 4 3 3 3. 2 9 10 3-5. 951 2. 858 108. 22% 5. 989 2. 892 107. 09% 6. 062 2. 972 103. 97% 3 2 70% 50%
26 2013 12 3 3. 2. 1 8 13 3 10 1 /300 9 K K = 5. 93 5% 11 ~ 13 3-3. 2. 2 11 ~ 13 4 K K = 5. 81 Von-mises Bauschinger
46 9 27 13 - Fig. 13 Load-displacement curves under load combination No. 3 1 4 K = 5. 0 15% 2 4 1 /300 1 /400 1 /500 1 /600 1 /700 1 /800 1 /900 1 /1000 1 /1100 1 /1200 3 4-4 14 ~ 15 1 /300 0 15 1 /300 0 1. 55 31% 14 Fig. 14 - Load-displacement curves with different initial geometric imperfections Fig. 15 15 Influence of initial geometric imperfection 14 1 1 Mamoru K Masaru A Tatsuo H et al. On a structural system " suspen-dome" system C / /Proceedings of IASS Symposium. Istanbul 1993 523-530 2 Mamoru K Masaru A Tatsuo H et al. Structural tests on the suspen-dome system C / /Proceedings of IASS Symposium. Atlanta 1994 383-392 3. 2008 J. 2007 28 6 22-30 44 Ge Jiaqi Zhang Guojun Wang Shu et al. The overall stability analysis of the suspenddome structure system of the badminton gymnasium for 2008 Olympic Games J. Journal of Building Structures 2007 28 6 22-30 44 in Chinese
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