货架立柱稳定性分析与截面优化设计
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摘要
货架近几年来在物流行业中得到了广泛应用,但是我国货架立柱设计的理论还不完善,货架立柱的截面设计仍处于初步阶段。
本文首先利用将截面离散的方法计算截面特性,编制了可以精确计算截面特性的程序。
然后,依据复合形法和已编制的截面特性计算程序对货架(仿N90系列)立柱进行优化设计。在优化时考虑了两种情况,一种是设置支撑,另一种是未设置支撑。结果表明,优化结果的截面特性比标准截面构件的截面特性有了一定程度的提高。
最后,在优化的基础上,利用ANSYS对立柱进行承载力分析。结果表明在相同的条件下,优化后的构件的力学性能优于优化前的截面,同时也验证了优化分析的结果。在考虑初弯曲和初偏心的情况下,新截面构件无削弱时,有限元计算出的稳定系数值与冷弯薄壁型钢结构技术规范中的稳定系数值基本吻合;有截面削弱时,构件的稳定极限承载力减小,下降程度与构件的计算长度有关。在考虑初弯曲的情况下,新截面构件有截面削弱时较无截面削弱时初弯曲的影响程度有一定程度的降低。随着构件高度的增加,构件的初始缺陷主要指的是初弯曲。对于有截面削弱的构件(N90系列货架立柱),依据毛截面的截面特性进行构件的稳定极限承载力计算比较危险,而采用净截面的截面特性较好些。
Rack in the logistics industry has been widely applied in recent years. However, the design of section of the rack's column is still at an elementary stage, there is no perfect theory to support the design of section of the rack's column.
In the paper, first of all, the program calculating the characteristics of the section is proposed by Discrete Method. It can be used to calculate the sectional characteristics accurately.
Then, the column of the rack (like N90 series) is optimized based on Complex Method and the program. When optimized, two aspects is considered, one is setting the brace, the other is not. The conclusion shows that: no matter considering the brace or not, the sectional characteristics of the optimized section is better than the standard section.
Finally, the ultimate bearing capacity of rack's column is analyzed by ANSYS, The conclusion shows that the characteristics of the optimized section is better than the standard section. Considering the initial bending and initial eccentricity, when the section is complete, the results calculated by ANSYS agree with the value in Technical Code of Cold-Formed Thin-Wall Steel Structures. When the section is weakened, the ultimate bearing capacity of the column decreased, the decreased degree is related to the effective length of the column. When considering the initial bending lonely, the impact degree of the new complete section is bigger than it of the new weakened section. With the height of the column increased, main initial defect is initial bending. As for the weakened new section (N90 series rack column), looking up the standard based on the complete section's sectional characteristics is dangerous. The sectional characteristics based on the net section is more accurate and safe than the one based on the complete section.
本文首先利用将截面离散的方法计算截面特性,编制了可以精确计算截面特性的程序。
然后,依据复合形法和已编制的截面特性计算程序对货架(仿N90系列)立柱进行优化设计。在优化时考虑了两种情况,一种是设置支撑,另一种是未设置支撑。结果表明,优化结果的截面特性比标准截面构件的截面特性有了一定程度的提高。
最后,在优化的基础上,利用ANSYS对立柱进行承载力分析。结果表明在相同的条件下,优化后的构件的力学性能优于优化前的截面,同时也验证了优化分析的结果。在考虑初弯曲和初偏心的情况下,新截面构件无削弱时,有限元计算出的稳定系数值与冷弯薄壁型钢结构技术规范中的稳定系数值基本吻合;有截面削弱时,构件的稳定极限承载力减小,下降程度与构件的计算长度有关。在考虑初弯曲的情况下,新截面构件有截面削弱时较无截面削弱时初弯曲的影响程度有一定程度的降低。随着构件高度的增加,构件的初始缺陷主要指的是初弯曲。对于有截面削弱的构件(N90系列货架立柱),依据毛截面的截面特性进行构件的稳定极限承载力计算比较危险,而采用净截面的截面特性较好些。
Rack in the logistics industry has been widely applied in recent years. However, the design of section of the rack's column is still at an elementary stage, there is no perfect theory to support the design of section of the rack's column.
In the paper, first of all, the program calculating the characteristics of the section is proposed by Discrete Method. It can be used to calculate the sectional characteristics accurately.
Then, the column of the rack (like N90 series) is optimized based on Complex Method and the program. When optimized, two aspects is considered, one is setting the brace, the other is not. The conclusion shows that: no matter considering the brace or not, the sectional characteristics of the optimized section is better than the standard section.
Finally, the ultimate bearing capacity of rack's column is analyzed by ANSYS, The conclusion shows that the characteristics of the optimized section is better than the standard section. Considering the initial bending and initial eccentricity, when the section is complete, the results calculated by ANSYS agree with the value in Technical Code of Cold-Formed Thin-Wall Steel Structures. When the section is weakened, the ultimate bearing capacity of the column decreased, the decreased degree is related to the effective length of the column. When considering the initial bending lonely, the impact degree of the new complete section is bigger than it of the new weakened section. With the height of the column increased, main initial defect is initial bending. As for the weakened new section (N90 series rack column), looking up the standard based on the complete section's sectional characteristics is dangerous. The sectional characteristics based on the net section is more accurate and safe than the one based on the complete section.
引文
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[1]石琴,陈朝阳。任意形状截面的结合特性参数的计算[J].机械工程学报,2004,40,(10)
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[4]张益华,赵佩修,潘浩东.高层货架与库房的整体设计[J].工业建筑2003,(9):87-88
[5]李守林.我国货架和货架仓库的历史与现状[J].物流技术与应用.2005(5):76-81
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[7]李宗邺.货架市场需求的增长[J].物流技术与应用.2006(1):24-26
[8]金跃跃.货架行业:需求大增竞争激烈[J].物流技术与应用.2003,(12):28-29
[9]江宏.仓储货架系统及其应用[J].物流技术与应用.2002(4):24-28
[10]江宏.仓储货架系统及其应用[J].物流技术与应用.2002(4):29-42
[11]孙弘.仓储货架在物流运作中的应用与前景[J].中国储运.2003(3):54
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[13]Y.L.Guo,Y.Fukumoto.Theoretical Study of Ultimate Load of Locally Buckled Stub Columns Loaded Eccentrically[J].Construct.Steel Research,1996,(3):239-255
[14]M.Feng,Y.C.Wang,J.M.Davies,Structural behaviour of cold-formed thin-wall short steel channel columns at elevated temperature.Part1:experiments[J].Thin-Walled Structures,2003,(41):543-570
[15]Ehab Ellobody,Ben Young.Structural Performance of cold-formed high strength stainless steel columns[J].Journal of Constructional Steel Research,2005,(61):1631-1649.
[16]A.T.Sarawit,Y.Kim,M.C.M.Bakker,T.Pekoz.The finite element method for thin-walled members-applications[J].Thin-walled Structures,2003,(41):191-206
[17]S.M.Chou,G.B.Chai,L.Ling,Finite element technique for design of stub columns[J].Thin-Walled Structures,2000,(37):97-112
[18]Ungureanu,V,Dubina,D.Recent research advances on ECBL approach Part1:Plastic-elastic interative buckling of cold-formed steel sections[J].Thin-walled Structures,2004,(2):177-194
[19]Szabo,losif F,Dubina.Recent research advances on the ECBL approach.Part1: interactive buckling of perforated sections[J].Thin-walled Structures,2004,(2):195-210.
[20]Aguirre,Calos.Seismic behavior of rack structures[J].Journal of Constructional Steel Research,2005,(5):607-624
[21]Lewis,G..M.Imperfection Sensitivity of Structures with Semi-Rigid Joints[J].Thin-walled Structures,1997,(2):187-201
[22]Markazi,F.D,Beale,R.G,Godley,M.H.R.Numerical modeling of semi-rigid boltless connectors[J].Computers and Structures,2001,(11):26-28
[23]Markazi,F.D,Beale,R.G,Godley,M.H.R.Experimental Analysis of semi-rigid boltless connectors[J].Thin-walled Structures,1997,(1):57-87
[24]N.E.Shanmugam,M.Dhanalakshmi.Design for opening in cold-formed steel channel stub columns[J].Thin-walled Structures,2001,(39):961-981
[25]M.Dhanalakshrni,N.E.Shanmugam.Design for openings in equal-angle cold-formed steel stub columns[J].Thin-walled Structures,2001,(39):167-187
[26]J.Michael Davies,Philip Leach and Angela Taylor.The Design of Perforated Cold-Formed Steel Sections Subject to Axial Load and Bending[J].Thin-Walled Structures,1997,(29):141-157
[27]Godley,M.H.R.Plastic Design of Pallet Rack Beams[J].Thin-walled Structures,1997,(12):175-188
[28]Bernuzzi,Claudio,Castlglioni,Carlo A.Experimental analysis on the cyclic behavior of beam-to-columu joints in steel storage pallet racks[J].Thin-Walled Structures,2001,(10):841-859
[29]Baldassino,Nadia,Bernuzzi,Claudio.Analysis and behavior of steel storage pallet racks[J].Thin-Walled Structures,2000,(37):277-304
[30]Godley,M.H.R,Beale,R.G,Feng,X.Analysis and design of down-aisle pallet rack structures[J].Computers and Structures,2000,(4):391-401
[31]Tian,Y.S.Godley,M.H.R,Wang,J,Lu,T.J.Racking strength and stiffness of cold-formed steel wall frames[J].Journal of Constructional Steel Research,2004,(7):1069-1093
[32]刘洋,谢伟平,蔡玉春.冷弯型钢发展与应用综述[J].钢结构,2004,(6)
[33]文双玲.轴压多孔冷弯薄壁C型钢柱的弯扭屈曲[J].土木工程学报,1996,(1):72-79
[34]彭晓彤,陈绍藩,顾强.部分T型钢压杆的弯扭屈曲试验研究[J].建筑结构学报,2004,(2):44-48
[35]周圣凯,郝际平,史小强,党伟.部分T型钢轴心压杆试验研究[J].建筑科学与工程学报,2005,(1):87-90
[36]韩庆华,金辉,艾军,刘兴业.工程结构整体屈曲临界荷载分析[J].天津大学学报,2005,(12):1051-1057
[37]唐扬,沈祖炎,陈以一.冷弯薄壁焊接型钢轴心受压短柱的试验及分析[J].结构工程师,1998,(3):7-15
[38]吴东平.带缀板开口冷弯薄壁型钢轴心受压构件稳定性研究[J].武汉科技大学,2005
[39]刘华琛.冷弯薄壁型钢轴心受压构件在残余应力影响下的整体稳定性研究[J].武汉科技大学,2003
[40]张兆宇.冷弯薄壁C型槽钢畸变屈曲的试验研究[J].浙江大学,2005
[41]湛红荣.冷弯薄壁C型钢压杆整体稳定临界力的研究[J].重庆大学,2004
[42]王小平,钟国辉,林少书.C型钢冷弯薄壁型钢切割短柱轴压试验[jr].武汉理工大学学报,2005,(7):57-60
[43]王刚.腹板开孔C型卷边截面构件轴心受压性能研究[J].哈尔滨工业大学,2002
[44]王伟,赵美英,常楠.某型机翼内翼结构几何优化设计[J].强度与环境,2006,(3)33:56-60
[45]王伟,赵美英,常楠.基于两相法的机翼结构几何优化设计[J].飞机设计,2007,(1):22-25
[46]方恬.焊接H型钢轴心受压柱截面优化设计[J].苏州科技学院报(工程技术版,2007,(1)20:21-25
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[1]石琴,陈朝阳。任意形状截面的结合特性参数的计算[J].机械工程学报,2004,40,(10)
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