Remote Collaborative Test on Seismic Behavior of High Strength Steel Composite Eccentrically Braced Frames
建立了一套远程协同试验系统，该系统主要涵盖以下三部分：其一为OpenSees软件，其主要作用是创建对应的模型并进行研究；其二为OpenFresco平台，其主要功能是保障数据的顺利通信；其三为试验加载体系。其中OpenSees和OpenFresco在通信过程中主要应用TCP/IP协议，OpenFresco和试验加载体系主要基于MTS CSI试验接口软件进行连接。远程协同试验模型包括三层多跨K形偏心支撑组合钢框架和单层Y形偏心支撑钢框架两部分。试验过程中，挑选出左侧跨带有K形偏心支撑的三层钢框架，以此为试验子结构1，之后在当地实验室展开试验；挑选出右侧跨带有Y形偏心支撑的单层钢框架，以此为试验子结构2，之后在距离本地50 km的实验室内展开试验，同时以中部四跨为数值子结构，于OpenSees软件内进行仿真。该模型高1 800 mm，所对应的方向跨度为2 825 mm，消能梁段尺寸为350 mm。所对应的柱截面为H125×125×8×10，梁截面为H140×100×8×10，K、Y形偏心支撑所对应的消能梁段截面分别为H140×100×6×10、H180×100×6×10，支撑截面为H100×100×6××10。在本框架中，梁、柱均使用Q460C钢，消能梁段与支撑主要使用Q345B钢。通过远程协同试验研究该新型钢结构体系的变形特征、位移响应、滞回性能及应变发展情况等。
通过试验研究得到以下结论：1）远程协同试验模型于4种地震波的影响下所产生的位移响应都为三角形分布。在地震作用下，所产生的层间侧移角上限为1/610与1/201，满足GB 50011-2010《建筑抗震设计规范》的相关规定。8度罕遇地震作用下，三层仍处于弹性阶段，二层比一层出现了更加明显的滞回环。2）由试验子结构1的测点应变分析可知，各层变形主要集中在消能梁段的腹板处。在8度罕遇地震作用下，应变曲线的斜率小幅度下降，这表明模型结构的刚度出现了下降。由试验子结构2的测点应变分析可知，消能梁段腹板处的应变值和连接节点处框架梁下翼缘的应变值最大，由于消能梁段采用了普通钢材，在地震作用下先进入塑性耗散能量，能够实现多道抗震设防的目的。Abstract: High-strength steel composite eccentrically braced frame (HSS-EBF) combines the advantages of high bearing capacity of highstrength steel and good seismic performance of eccentrically braced structure. Under rare earthquakes, the shear link with low yield point steel first yields to dissipate seismic energy, while the frame beam and column with high-strength steel can still remain in the elastic state, which is conducive to post-earthquake repair. With the development of substructure pseudo-dynamic test and internet technology, remote collaborative test has became a new type of structural test technology. The large-scale structure is decomposed into several substructures, and each substructure is tested or simulated in different laboratories. In order to further investigate the seismic performance of HSS-EBF, a three-story multi-span HSS-EBF was taken as the prototype, and the remote collaborative test of a halfscale structural model was carried out.
A remote collaborative test system was established, which mainly included three parts:OpenSees, a finite element software for modeling and analysis of collaborative experiments. OpenFresco, a network test platform for data communication, and test loading system. TCP/IP protocol was used for communication between OpenSees and OpenFresco, and MTS CSI was used as test interface software between OpenFresco and test loading system. The remote collaborative test model consisted of two parts:a three-story multi span K-shaped eccentrically braced steel frame and a single-story Y-shaped eccentrically braced steel frame. A three-story steel frame with K-shaped eccentrically brace was selected as the test substructure 1 and the test was carried out in local laboratory. The singlestory steel frame with Y-shaped eccentrically brace on the right span was selected as the test substructure 2 and the test was carried out in a laboratory 50 km away. The middle four-span frame was simulated as a numerical substructure in OpenSees. The span of the specimen was 2 825 mm and the height was 1 800 mm. The length of shear link was 350 mm. The sections of the members were as follows:the frame column was H125×125×8×10, the frame beam was H140×100×8×10, the shear link of K-shaped eccentrically braced steel frame was H140×100×6×10, the shear link of Y-shaped eccentrically braced steel frame was H180×100×6×10 and the brace was H100×100×6×10. The frame beams and columns were made of Q460 steel, while the shear links and braces were made of Q345 steel. The deformation characteristics, displacement response, hysteretic behavior and strain development of the HSS-EBF structure system were investigated by the remote collaborative test.
The results show that:1) The displacement response distribution of the remote collaborative test model under four kinds of earthquake wares is inverted triangle. The maximum inter-story drifts under frequent and rare earthquakes are 1/610 and 1/201, respectively, which conform to the limits of the Code for Seismic Design of Building (GB 50011-2010). After the 8 degree intensity of rare earthquak, the third story is still in the elastic stage, and the hysteresis loop of the second story is more obvious than that of the first story. 2) According to the strain analysis of test substructure 1, the deformation of each story is mainly concentrated in the web of shear link. The slope of the strain curve slightly decreases under the 8 degree intensity of rare earthquake, which indicates that the stiffness of the model structure has decreased. According to the strain analysis of test substructure 2, the strain at the web of the shear link and the strain at the lower flange of the frame beam are the largest. Due to the use of ordinary steel in the shear link, the plastic dissipation energy is introduced first under the earthquake, thus realizing the purpose of multi-aspect seismic fortification.
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