网格墙结构是将钢板墙网格化得到的一种新型抗侧力体系,具有抗震性能好、焊接工作量小、构件加工和运输方便、施工安装便捷等优势,符合当前大力发展装配式钢结构的政策要求。目前对网格墙结构的研究主要集中在力学性能方面,但其在实际工程设计中尚未得到应用。为探索其在实际工程中应用的可行性,以兰州新区保障性住房建设项目(二期)9号楼的钢框架-钢板剪力墙结构为背景,采用钢框架-网格墙结构进行了结构布置与设计,在YJK和MIDAS/Gen软件中建立了结构计算模型,并在相同技术参数和荷载条件下进行了整体结构分析、构件承载力验算以及关键节点设计与分析。在YJK和MIDAS/Gen中对钢框架-网格墙结构进行弹性分析,得到结构的整体指标,并与原钢框架-钢板剪力墙结构的整体指标进行对比,结果表明:钢框架-网格墙结构抗侧力构件沿平面、立面布置规则,两种软件所得各项指标比较接近且均满足JGJ 99—2015《高层民用建筑钢结构技术规程》和GB 50011—2010《建筑抗震设计规范》的要求,虽然其抗侧刚度略低于钢框架-钢板剪力墙结构,但钢网格墙的用钢量和焊接工程量均低于相应的钢板剪力墙。对构件承载力进行验算时,由于钢网格墙T型钢构件计算长度算法尚不明确,无法采用一阶弹性分析法进行构件稳定性计算,因而采用直接分析法对构件进行了验算,考虑整体初始缺陷和构件初始缺陷,进行各荷载组合下的非线性分析,结果表明:所有钢构件的强度应力比均小于1.0,构件承载力满足GB 50017—2017《钢结构设计标准》要求。鱼尾板作为T型钢与边缘构件间的连接构件,对钢网格墙耗能性能的发挥至关重要,为确保连接的可靠性,对鱼尾板的力学性能进行深入分析,在有限元软件ABAQUS中建立该钢网格墙的3层局部子结构精细化有限元模型,施加荷载包络组合作用下的柱顶内力、梁上荷载以及各层柱顶侧向位移后进行分析,结果表明,在设计荷载下鱼尾板、T型钢构件、边缘构件均不出现屈服,继续侧向加载至鱼尾板出现屈服时,此时大部分T型钢构件、梁端以及底层柱脚受压侧早已经出现截面屈服,满足“强节点、弱构件”的设计要求。
The grid wall structure is a new type of lateral force resistance system obtained by meshing steel plate walls, which has the advantages of good seismic performance, light welding workload, convenient processing and transportation of components, convenient construction and installation, etc. It meets the current policy requirement of vigorously developing assembled steel structures. The current research on grid wall structures is mainly focused on mechanical properties, but it has not yet been applied in practical engineering design. In order to explore the feasibility of its application in practical engineering, based on the steel frame-steel plate shear wall structure of Building 9# of the Lanzhou New District Sheltered Housing Construction Project（Phase II）, the structural arrangement and design were carried out using steel frame-grid wall structure, the structural calculation model was established in YJK and MIDAS/Gen software, and the overall structural analysis, members load bearing capacity verification and key joints design and analysis were carried out under the same technical parameters and loading conditions. Elastic analysis of steel frame-grid wall structures in YJK and MIDAS/Gen was carried out to obtain the overall indices of the structures and compared with the overall indices of the original steel frame-steel plate shear wall structures. The results show that the lateral force-resisting members of the steel frame-grid wall structure are arranged regularly in plan and elevation, and the indicators obtained by both software are close to each other and meet the code requirements. Although its lateral stiffness is slightly lower than the steel frame-steel plate shear wall structure, the steel grid wall uses less steel and less welding work than the corresponding steel plate shear wall. When checking the load capacity of a member, as the calculating length method for T-section steel members of steel grid walls is not yet clear, it is unable to use the first-order elastic analysis method for member stability calculations, so the members were checked using the direct analysis method. Considering the overall initial defects and the component initial defects, the non-linear analysis under each load combination was carried out and the results showed that the strength stress ratios of all steel members are less than 1.0 and the load capacity of the members meets the code requirements. The fishtail plate, as the connecting component between the T-section steel components and the edge components, is essential for the energy consumption performance of the steel grid wall. To ensure the reliability of the connection, further analysis of the mechanical properties of the fishtail plate was carried out. A refined finite element model of the 3-story local substructure of this steel grid wall was established in the finite element software ABAQUS, and the analysis was carried out after applying the internal forces at the top of the columns, the loads on the beams and the lateral displacements at the top of the columns at each story under the load envelope combination. The results show that the fishtail plate, T-section steel components and edge components don′t yield under the design load, and when the lateral loading continues until the fishtail plate yields, most of the T-section steel components, the beam ends and the compressed side of the column footings at the ground floor have already yielded at this time, meeting the design requirement of "strong joints, weak components".