25 4 Vol. 25 No. 4 2012 12 JOURNAL OF SHIJIAZHUANG TIEDAO UNIVERSITY NATURAL SCIENCE Dec. 2012 1 2 1 2 3 4 1 2 1. 050043 2. 050043 3. 3300134. 450052 ANSYS C80 C80 125 ac70 0 U24 A 2095-0373201204-0017-06 Xia H et al 1-2 G. Kaliyaperumal et al 3 4-5 Zhao Zhengwei et al 6 Mohammad. J et al 7 ANSYS C64K C70 C80 C80 1 9 96 m + 4 108 m + 3 108 m 3 108 m 16 m5. 75 m 12 m 2012-06-14 1970 2011G016-C
18 25 16Mnq 1 1 m ANSYS BEAM44 E0 E18 E0' Y Z E18' X Y Z ANSYS 5 2 2 5 2 2 2. 1 C64K C70C70H C80 1 1 /t /t /t /mm /mm /mm C64K 61 23 21 13 430 8 700 1 750 C70 70 20 25 12 000 8 200 K6 1 830K5 1 800 C80 80 23. 6 23 13 976 9 210 K6 1 830
4 19 8 ANSYS 3 3 F 2. 2 100 km /h 100 km / h 100 km /h E8E10 4 ~ 6 3 L = 0 m L = 324 m 4 5 4 ~ 6 1C64K C70 C80 100 km / h E10 E8E10 48. 421 mm 49. 467 mm 50. 525 mm 40. 062 MPa 40. 942 MPa 41. 816 MPa 2 4. 056 m /s 2 4. 772 m /s 2 2. 293 m /s 2 C80 50 km /h 80 6 km /h 100 km /h E10 E8E10 7 ~ 9 7 ~ 9 1C80 50 km /h 80 km /h 100 km /h E10 50. 354 mm 50. 377 mm 50. 525 mm E8E10 41. 46 MPa 41. 553 MPa 41. 816 MPa
20 25 7 C80 8 C80 2 0. 546 m /s 2 1. 542 m /s 2 2. 293 m /s 2 3 C80 D 1 D = n i = 1 n i N i 1 n i σ i N i σ i D 1. 0 C80 GB 50017 2003 Δσ= C /n 1 /β 2 n C β Δσ 3. 1 9 C80 E8E10 C80 4 38 C80 100 km /h E8E10 10 10 0 m 324 m 897. 3 m 10 E8E10 102. 2 m 209. 2 m 534. 6 m 234 # 643. 4 m
4 21 10 235 # 744. 8 m 236 # 30. 956 MPa 897. 3 m 3. 2 1. 424 C80 2 2 /MPa 0. 000 4 0. 712 4 1. 424 4 2. 136 4 4. 984 4 5. 696 4 19. 224 4 66. 928 4 68. 352 4 C80 100 km /h n i /MPa 0. 712 4 1 137 0. 356 7. 200 10 13 N i 1. 424 4 82 1. 068 2. 673 10 12 2. 136 4 40 1. 780 5. 776 10 11 2. 848 4 2 2. 492 2. 105 10 11 5. 696 4 1 5. 340 2. 140 10 10 6. 408 4 1 6. 052 1. 470 10 10 19. 936 4 2 19. 580 4. 343 10 8 67. 640 4 1 67. 284 1. 070 10 7 69. 064 4 1 68. 708 1. 005 10 7 Miner 2 1 D = n n i = 1. 978 10-7 N i 60 70 C80 125 a C70 C64K C70 130 a C64K 529 a C80 C70 4 1 2 3 C80 125 ac70 i = 1 1Xia HDe Rocek GZhang H Ret al. Dynamic analysis of train-bridge system and its application in steel girder reinforce-
22 25 ment J. Computers & Structures2001 791851-1860. 2. J. 2007201 10-13. 3Kaliyaperumal GImam BRighiniotis T. Advanced dynamic finite element analysis of a skew steel railway bridge J. Engineering Structures2011331 181-190. 4. - J. 201231 4 128-133. 5. J. 201184 7-13. 6Zhao Zhengwei Achintya Halder Florence L Breenjr. Fatigue-reliability evaluation of steel bridge J. Journal of Structural Engineering 1994 1201608-1623. 7Mohammad J Guralnick S Polepeddi R. Bridge fatigue life estimation from fiele data J. Practice Periondical on Structural Design and Construction 1998 23128-133. 8Liu KReynders EDeRoeck Get al. Experimental and numerical analysis of a composite bridge for high-speed trains J. Journal of Sound and Vibration2009320201-220. Dynamic Response Analysis and Fatigue Life Evaluation of Railway Steel Truss Girders Under Heavy Haul Trains Li Yunsheng 1 2 An Lipeng 1 2 Wei Shulin 3 4 Zhang Deying 1 2 1. School of Civil EngineeringShijiazhuang Tiedao UniversityShijiazhuang 050043China2. Key Laboratory of Roads and Railway Engineering Safety Control of Ministry of EducationShijiazhuang Tiedao UniversityShijiazhuang 050043 China3. College of Civil Engineering and Architecture East China Jiaotong University Nanchang 330013 China 4. Engineering DepartmentZhenzhou Railway BureauZhengzhou 450052China AbstractBased on the three-span continuous steel truss girder in ChangDong YellowRiver Bridgethe FE model is built using ANSYS softwarethe dynamic response when the trains with different axle load passing bridge are analyzedand the fatigue damage degree and fatigue life are evaluated using linear accumulated damage theory and rain flow method. The results show thatwith the axle loads increase the maximum dynamic deflections enlargebut the maximum vertical acceleration has no apparent raisewith the train speed increase the maximum vertical acceleration increasesbut the increase of maximum dynamic deflection is not apparent when the speed changes in the low speed range. Under the dynamic action of C80 marshalling the fatigue life of this three-span continuous steel truss girder is 125 yearswhich is close to the fatigue life under the dynamic action of C70 marshalling. Key wordsrailway steel truss girderdynamic responsefatigue lifedamage degreeevaluation