考虑脉动风速的平面刚架日光温室结构动力响应规律
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摘要
日光温室骨架结构属轻型结构,跨度较大,对风荷载较为敏感。为解决风荷载作用下日光温室的动力响应问题,确定骨架结构危险截面的位置,基于Timoshenko梁理论,提出平面刚架模型的日光温室在风荷载作用下的动力响应分析的被研究块体方法。首先根据Timoshenko梁微元体思想,设计被研究块体的构成方式;基于Timoshenko梁理论,推导出平面刚架模型的日光温室钢骨架结构的控制方程,给出了算法的实现过程。然后采用两端自由的变截面梁的弯曲波传播算例,验证方法的有效性。在数值模拟风速、实测风速作用下分别对平面刚架模型的日光温室骨架结构动力响应进行时程分析,得到钢骨架的节点位移和截面应力空间最大值的位置。结果表明:位移的2次峰值分别在迎风面高度1和3m附近,钢骨架中最危险的截面为温室左端附近,应力最大值为321MPa,弯曲应力是引起应力迅速增加的主要原因。脉动风荷载作用的节点位移和截面应力明显大于平均风荷载作用的相应值。日光温室钢骨架结构的动力响应分析需要考虑脉动风荷载的作用,且不能忽略弯曲应力对截面内力的影响。
The steel skeleton structure of solar greenhouse is a light and long-span structure,and its dynamic response is strong under wind load.Based on the theory of Timoshenko beam,a investigated lump method is presented for the dynamic response analysis of plane frame solar greenhouse under wind load.Firstly,according to the concept of Timoshenko beam micro-body,the spatial discrete segments of steel skeleton are used to model the investigated lumps.Based on Timoshenko beam theory,the governing equations of the skeleton structure of the plane frame solar greenhouse are derived,and the algorithm is also given.Secondly,the accuracy and effectiveness of the proposed numerical method are verified by a bending wave of variable cross-section beam with free ends propagates.Finally,the dynamic response of steel skeletons of plane frame solar greenhouses is respectively analyzed under the effect of simulation wind speed and actual wind speed,and the position of the node maximum displacement and the section maximum stress of the steel skeleton are obtained.The computational results and comparisons show that:The two peaks of displacement are respectively near the windward height 1 and 3 m;The most dangerous section in the steel skeleton is near the left end,and the maximum stress is 321 MPa,where the bending stress is the main factor of the rapid increase in stress.In addition,the maximum of both node displacement and cross-sectional stress caused by fluctuating wind loads are bigger than the values caused by average wind loads.
The steel skeleton structure of solar greenhouse is a light and long-span structure,and its dynamic response is strong under wind load.Based on the theory of Timoshenko beam,a investigated lump method is presented for the dynamic response analysis of plane frame solar greenhouse under wind load.Firstly,according to the concept of Timoshenko beam micro-body,the spatial discrete segments of steel skeleton are used to model the investigated lumps.Based on Timoshenko beam theory,the governing equations of the skeleton structure of the plane frame solar greenhouse are derived,and the algorithm is also given.Secondly,the accuracy and effectiveness of the proposed numerical method are verified by a bending wave of variable cross-section beam with free ends propagates.Finally,the dynamic response of steel skeletons of plane frame solar greenhouses is respectively analyzed under the effect of simulation wind speed and actual wind speed,and the position of the node maximum displacement and the section maximum stress of the steel skeleton are obtained.The computational results and comparisons show that:The two peaks of displacement are respectively near the windward height 1 and 3 m;The most dangerous section in the steel skeleton is near the left end,and the maximum stress is 321 MPa,where the bending stress is the main factor of the rapid increase in stress.In addition,the maximum of both node displacement and cross-sectional stress caused by fluctuating wind loads are bigger than the values caused by average wind loads.
引文
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[4]GB/T 51183-2016农业温室结构荷载规范[S].北京:中国计划出版社,2016GB/T 51183-2016Code for the design load of horticultural greenhouse structures[S].Beijing:China Planning Press,2016(in Chinese)
[5]蒋秀根,剧锦三,张丽莉.考虑桁架刚度的温室结构风载效应分析方法[J].中国农业大学学报,2005,10(6):70-74Jiang X G,Ju J S,Zhang L L.Analytical method for wind load effect on greenhouse structure considering of truss deformations[J].Journal of China Agricultural University,2005,10(6):70-74(in Chinese)
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[9]Emekli N Y,Kendirli B,Kurunc A.Structural analysis and functional characteristics of greenhouses in the Mediterranean region of Turkey[J].African Journal of Biotechnology,2010,9(21):3131-3139
[10]Karaman S,S9zen爦,爦ahin S.Analysis and design of greenhouses with SAP2000software[J].Anadolu Journal of Agricultural Sciences,2013,28(2):87-93
[11]沈正炳,黄文彬.多联栋温室框架结构的弹塑性计算[J].农业工程学报,2000,16(2):105-108Shen Z B,Huang W B.Elastic&plastic calculation of frame structure of gutter-connected greenhouse[J].Transactions of the Chinese Society of Agricultural Engineering,2000,16(2):105-108(in Chinese)
[12]Briassoulis D,Dougka G,Dimakogianni D,Vayas I.Analysis of the collapse of a greenhouse with vaulted roof[J].Biosystems Engineering,2016,151:495-509
[13]郭韦佟,朱丹,宓林,蒋秀根.拱形屋面温室纵向抗风分析中的曲梁刚度矩阵模型[J].中国农业大学学报,2017,22(10):113-119Guo W T,Zhu D,Mi L,Jiang X G.Curved beam stiffness matrix model for the longitudinal wind resistance analysis of arch roof greenhouse[J].Journal of China Agricultural University,2017,22(10):113-119(in Chinese)
[14]Kim R W,Hong S W,Lee I B,Kwon K S.Evaluation of wind pressure acting on multi-span greenhouses using CFDtechnique,Part 2:Application of the CFD model[J].Biosystems Engineering,2017,164:257-280
[15]梁宗敏.连栋温室结构抗风可靠度设计理论研究[D].北京:中国农业大学,2004Liang Z M.Design theory on wind-resistance reliability of structure for multi-span greenhouses[D].Beijing:China Agricultural University,2004(in Chinese)
[16]Mistriotis A,Castellano S.Airflow through net covered tunnel structures at high wind speeds[J].Biosystems Engineering,2012,113(3):308-317
[17]卢旭珍,邱凌.单面坡日光温室钢骨架有限元优化[J].农业机械学报,2005,36(3):150-151,154Lu X Z,Qiu L.Finite element optimization of steel skeleton in sunlight greenhouse on unilateral slope[J].Transactions of the Chinese Society for Agricultural Machinery,2005,36(3):150-151,154(in Chinese)
[18]李晓豁.日光温室载荷的模拟研究[J].农业机械学报,2005,36(9):86-88Li X H.Simulation and study of loads of a sunlight greenhouse[J].Transactions of the Chinese Society for Agricultural Machinery,2005,36(9):86-88(in Chinese)
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[20]王斌,金宝宏,宋建夏.竖向荷载下日光温室钢骨架承载力有限元分析[J].宁夏大学学报:自然科学版,2009,30(4):336-342Wang B,Jin B H,Song J X.Finite element analysis of load bearing capacity of steel skeletons for solar greenhouses under vertical loads[J].Journal of Ningxia University:Natural Science Edition,2009,30(4):336-342(in Chinese)
[21]王斌,金宝宏,宋建夏.不同曲率下日光温室钢骨架变形特性分析[J].宁夏工程技术,2009,8(4):358-360Wang B,Jin B H,Song J X.Steel skeleton deformation characteristics analysis of solar greenhouse on different curvature[J].Ningxia Engineering Technology,2009,8(4):358-360(in Chinese)
[22]唐中祺,刘丽霞,王瑞东,吕剑,冯致,颉建明,郁继华.两种日光温室钢骨架结构安全性能分析[J].甘肃农业大学学报,2016,51(6):53-57Tang Z Q,Liu L X,Wang R D,Lyu J,Feng Z,Xie J M,Yu JH.Safety performance of two steel frames of solar greenhouse[J].Journal of Gansu Agricultural University,2016,51(6):53-57(in Chinese)
[23]丁敏,施旭栋,李密密,剧锦三,蒋秀根.薄膜承载力及其对日光温室结构稳定性能的影响[J].农业工程学报,2013,29(12):194-202Ding M,Shi X D,Li M M,Ju J S,Jiang X G.Load-bearing capacity of films and its effect on structure stability of Chinese solar greenhouse[J].Transactions of the Chinese Society of Agricultural Engineering,2013,29(12):194-202(in Chinese)
[24]丁敏,李密密,施旭栋,张鹏,蒋秀根.考虑覆盖材料蒙皮效应的温室结构稳定承载力计算[J].农业工程学报,2016,32(S1):224-232Ding M,Li M M,Shi X D,Zhang P,Jiang X G.Stable bearing capacity coculation of greenhouse structures considering skin effect of covering material[J].Transactions of the Chinese Society of Agricultural Engineering,2016,32(S1):224-232(in Chinese)
[25]丁敏,朱丹,许晶,蒋秀根,李密密.风雪荷载作用下Venlo型温室结构整体性能研究[J].中国农业大学学报,2017,22(1):120-128Ding M,Zhu D,Xu J,Jiang X G,Li M M.Space robustness of Venlo greenhouse structure under wind and snow load[J].Journal of China Agricultural University,2017,22(1):120-128(in Chinese)
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