| 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3 m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321 MPa，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。 |
| 关键词: 日光温室 波动方法 动力响应 脉动风速 被研究块体 |
| DOI：10.11841/j.issn.1007-4333.2019.04.17 |
| 分类号: |
| 基金项目:国家自然科学基金项目（61673281）；中国博士后科学基金项目（2014M561250）；辽宁省博士启动基金项目（201601112） |
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| Dynamic response analyses of plane frame solar greenhouse considering fluctuating wind speed |
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JIANG Yingchun1,2, BAI Yikui2, WANG Yonggang3, WANG Yi2
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1.College of Engineering, Shenyang Agricultural University, Shenyang 110866, China;2.College of Water Conservancy, Shenyang Agricultural University, Shenyang 110866, China;3.College of Information and Electrical Engineering, Shenyang Agricultural University, Shenyang 110866, China
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| Abstract: |
| 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. |
| Key words: solar greenhouse wave propagation method dynamic response fluctuating wind speed investigated lump |
