The existing specifications are more perfect for the design method of steel plate shear wall,but there is a lack of research on the design method of steel grid wall,which has enough stiffness,ductility and lateral bearing capacity.In order to improve the seismic design of steel grid wall system,this paper proposes a performance-based seismic design(PBSD)method of steel grid wall.Based on the performance characteristics of steel grid wall structure,the seismic performance target,failure mode and yield displacement of steel grid wall structure are determined.Based on the principle of energy conservation,the design base shear force of the structure under a given seismic level is calculated.The distribution of seismic horizontal force is obtained based on the lateral force distribution mode of the structure under earthquake.The plastic design formulas of steel grid members and the elastic design formulas of edge beams and columns are derived.In order to verify the feasibility of the proposed method,the method is used to redesign the actual steel frame-steel plate shear wall structure into steel frame-grid wall structure,and the elastic analysis and dynamic elastic-plastic analysis of the redesigned structure are carried out to provide reference for the seismic design of steel grid wall structure.

An innovative structure is proposed for rural residential areas in this paper, which consists of a lightweight square steel tube frame and hybrid grid shear wall formed by various material strip members. To assess the viability of this structure in rural dwellings, a single-story square steel tube frame-hybrid grid shear wall structure, comprising rectangular steel pipe, dimension lumber, and original bamboo, was constructed. Additionally, some simple joint connections and a set of critical construction techniques tailored for rural areas were put forward. Subsequently, in situ static and vibration experiments were carried out on the built structure, and the research results indicated that the structure is low cost, easy to operate, and adaptable to be promoted in rural areas according to local conditions. Furthermore, the presence of three kinds of grid shear wall significantly enhances the lateral resistance of the structure. Among three grid shear walls tested, the steel grid shear wall exhibited the highest lateral stiffness of 3.37x106 N/m, followed by the bamboo grid shear wall with the stiffness of 1.14x106 N/m. The timber grid shear wall had the weakest lateral stiffness of 0.67x106 N/m.

This study investigates a novel steel grid shear wall (SGSW) structure with lightweight and discrete lateral-resistance members, focusing on its structural behavior in lateral resistance. By comparing the characteristics of the thin steel plate shear wall, the mechanism of the steel grid components in both the tension zone and compression zone was briefly described. The formulas of lateral-resistant capacity and initial stiffness of the SGSW were derived through the static equilibrium method. Then, the influence laws of the span–height ratio, steel member spacing and section size of the steel members on the lateral-resistant performance of the SGSW were determined through a parametric analysis. In addition, the accuracy of the calculation formula was validated. The results showed that the strains of the steel grid components in different positions were all the same when the bending stiffnesses of the edge members were significantly large. The lateral-resistance capacity of the SGSW increased with the span-to-height ratio, while it decreased as the spacing between the steel components increased. Compared with the effects of web height, web thickness and flange width, increasing the flange thickness exhibited the best effects on improving the lateral capacity. As the flange thickness increased from 7 mm to 13 mm, the lateral-resistant capacity showed an improvement of 35.45%. Additionally, the formula derived in this study demonstrated high accuracy and reliability, with the error not exceeding 8% between the formula calculation and the simulation results.

Offshore floating photovoltaic (OFPV) systems have attracted considerable attention from the scientific community because of their broad application prospects. A multi-module configuration interconnected via connectors is typically used in OFPV platforms. The tensile-bearing capacity of the connectors is crucial to ensure the overall safety of OFPV platforms. In this study, the tensile-bearing capacity of an innovative connector was investigated by experiments and numerical simulations. The numerical simulation results conformed well with those from experiments, with a relative error of less than 10%. Subsequently, The tensile mechanism of the connectors was analyzed, leading to the derivation of equations used to determine the tensile-bearing capacity of the OFPV platform connector under two distinct failure modes. Finally, a parametric study was conducted to elucidate the relationship between the tensile-bearing capacity of the connectors and the connecting pipe and baseplate thicknesses. The results obtained from the derived equations agreed well with those from numerical simulations, indicating that the equations could be used to determine the tensile-bearing capacity of OFPV platform connectors. This study lays the theoretical foundation for the design and application of OFPV structures. Copyright (c) 2025 by The Hong Kong Institute of Steel Construction. All rights reserved.

A novel steel grid shear wall structure connected to frame beams only (SGSW-BO) was proposed to reduce the welding work of the stiffened steel-plate shear wall, fabricate structural component standardly, and facilitate seismic retrofitting. Two 1:2 scaled specimens were fabricated and tested under horizontal cyclic load to study the mechanical properties of this novel lateral resisting system. The finite element model was established using ABAQUS and parametric studies were conducted to investigate the effects of the opening ratio, the sectional dimensions of the T-shaped steel grid members and vertical boundary elements on the lateral resistance performances of the structure. Then the lateral bearing capacity of the SGSW-BO was derived and verified. The results showed that the SGSW-BO exhibited good hysteresis performance, and the plastic development and energy dissipation were mainly provided by the T-shaped steel shear wall. The finite element model could simulate and predict the mechanical performances of the SGSW-BO accurately, and the following parametric analyses were carried out based on the finite element model. It could be found from the parametric analyses that the lateral bearing capacity and initial stiffness of the structure changed dramatically with the opening ratio, the flange width and thickness of T-shaped steel elements, but the stiffness of vertical boundary element would not affect the hysteresis performance significantly. Finally, the calculation method of the lateral bearing capacity of the SGSW-BO was derived and could predict the lateral bearing capacity accurately.

Taking the arch and corridor project of Xiangyu tourist and sightseeing place in Linyi,Shandong province as the background,the composite structure system of large rise-span ratio cross steel arch and hec-tometre corridor was analyzed and designed.The overview of the project was introduced,and the structural design features of the system were discussed.The core content of the design of corridor,arch and pedestri-an bridge in the structural system was expounded.The structural form of cross steel arch support with large rise-span ratio was presented.The design characteristics of the corridor with weak connections was pointed out.It was defined that TMD device was used to control the vibration of the corridor and pedestrian bridge under the excitation of walking load.The ANSYS finite element software was used to analyze the mechani-cal characteristics of the composite structure.The results showed that the structural performance was safe and reliable,and the indexes conformed to the design specifications.The key technical issues needing fur-ther study were put forward.

In recent years, prefabricated construction has emerged as a building form that addresses the issues including large amounts of construction waste, low resource utilization efficiency, and severe environmental pollution, which were caused by the traditional rough construction methods in the construction industry. It features efficient construction, high resource and energy utilization efficiency, and environmental friendliness, thus effectively promoting sustainable development of the construction industry. Steel grid shear walls (SGSW) are an efficient lateral force-resisting system that solves the problems of suboptimal housing quality and low level of component standardization and assembly when used in prefabricated residential construction. They offer advantages such as lightweight and standardized components, convenient fabrication and installation, high level of assembly, and easy post-earthquake repair, contributing to sustainable assembled structure forms. However, the stability of its grid components has not been deeply investigated and needs to be addressed. This study aimed to determine the effective length factor for steel grid members in SGSW. Firstly, an eigenvalue buckling analysis of the SGSW was conducted. The effective length factor of the steel grid member was calculated using Euler’s formula. The key variables were determined with the use of parametric analysis, based on which two computational formulas for the effective length factor of the steel grid member were established through fitting methods. To validate the calculation formulas, the stabilized bearing capacity of the steel grid member was estimated using nonlinear buckling analysis and compared with the exact solution. The results demonstrate that the fitted effective length factors performed better in terms of goodness of fit while the proposed effective length factor formulas can meet the safety requirements. These findings provide a theoretical basis for the design of the SGSW structure in the future, and establish a theoretical foundation for the development and application of SGSW in prefabricated constructions.

为解决钢管混凝土组合异形柱在进行构件稳定验算时计算长度系数不明确的问题,利用有限元软件Midas/Gen,采用单位荷载法在钢管混凝土组合异形柱框架-支撑结构整体模型下进行特征值屈曲分析,并通过欧拉公式反算得到钢管混凝土组合异形柱的计算长度系数.研究了网格划分、楼板、短梁对单肢柱计算长度系数分析结果的影响,结果表明各层异形柱沿其高度方向划分为 10 段、连接板宜沿其宽度方向划分为 2 段,同时去掉模型中的楼板、短梁可提高结果的安全度和软件分析速度.在上述分析结果基础上,建立了考虑组合异形柱网格划分、去掉模型中的楼板、短梁的整体结构模型,分析了不同异形柱平面位置、所在楼层、梁截面尺寸和楼层总数等因素影响下的单肢柱计算长度系数,结果表明:单肢柱计算长度系数随着所在楼层的上升呈现增大趋势,8～20 层单肢柱计算长度系数随梁截面的增大而减小,大部分楼层的单肢柱计算长度系数随楼层总数减少而增大.根据所得数据,基于安全性和计算简便的考虑,给出了各层钢管混凝土组合异形柱中单肢柱计算长度系数建议值.基于计算长度系数的建议取值,分析得到整体模型中各单肢柱的应力比,并与直接分析设计法得到的应力比进行了对比,结果表明两种方法得到的应力比相差不大,验证了本文提出的计算长度系数建议值的可行性.

为提升方钢管混凝土组合异形柱加工制作的便捷性与精度、减小焊接对板件变形的影响,提出了新型H型钢连接L形方钢管混凝土组合异形柱(LCFST-H),并研究其偏压荷载下的力学性能.设计了两个试件进行偏压加载试验,建立计算模型开展有限元分析.在验证有限元模型准确性的基础上,分析了H型钢连接板尺寸、方钢管截面尺寸、柱高度等参数对组合异形柱偏压受力性能的影响.结果表明:构件破坏形式为整体弯曲失稳与局部屈曲破坏,达到极限承载力后,单肢柱之间仍能通过H型钢连接板很好地协同工作,具备一定承载能力,体现出较高的延性性能.方钢管截面尺寸和柱高度对其偏压性能影响较大.结合相关规范,给出了H型钢连接L形方钢管混凝土组合异形柱单向偏压承载力计算公式,公式计算结果与有限元结果吻合较好.

在乡村振兴、双碳目标、建筑产业升级、装配式的大背景下,我国村镇经济实现了突飞猛进的发展.在住宅建设热潮的推动下,村镇住宅的发展从量的增加转变为质的提高,居住条件和建设质量的改善越来越成为村镇住宅下一阶段发展的必然要求.轻钢框架结构体系具有构件轻便、易于运输、抗震性能优良的特点,适用于村镇地区低层住宅.但已有的焊接、栓接的连接方式不满足低成本、简易施工的预期目的.为此,从村镇地区落后的运输条件和施工条件的立足点出发,提出了一种新型村镇轻钢框架结构体系,包括自攻螺钉连接节点、方钢管组合异形柱等.结合德胜村装配式村镇住宅钢结构房屋,研究了新型体系的结构设计和节点设计方法,详细介绍了其设计与施工过程中所采用的关键技术,包括装配式村镇住宅 BIM 正向设计技术、简易施工异形柱装配技术、装配化螺旋钢桩承台节点技术、节点简易化连接与安装技术. 结果表明:这种新型体系结构设计指标满足相关规范要求,安全可靠;采用范围修正后的英国规范计算的螺钉抗剪承载力和欧洲规范计算的螺钉抗拔承载力,均比实际试验值略小,工程应用偏于安全;所提出的关键技术满足村镇住宅绿色环保、简易施工、经济效益优的内在要求,适于在村镇地区推广应用.

随着新型城镇化的推进,装配式钢结构建筑比例逐年提高,但是现有钢结构体系用于村镇建筑时存在着住宅品质不优、构件标准化程度低、运输安装不便、建造质量低下、污染及浪费严重等问题,亟需研发低成本、易安装、生态化的村镇装配式住宅轻钢结构体系以及相应的建造技术.轻钢框架-网格墙结构不仅具有抗震性能优良、构件轻便、易于运输的优点,而且节点可采用完全装配式的螺栓连接或自攻螺钉连接,施工安装简便.为了研究这种结构形式的简易施工关键技术以及抗侧性能,建造了一栋采用全螺钉连接的轻钢框架-钢、木、竹网格墙混合结构体系的单层房屋,并对其进行了原位试验.以该工程中的一榀轻钢框架-网格墙为例,从柱脚、基础、框架安装、钢网格墙安装、墙板安装等方面阐述轻钢框架-网格墙的简易施工建造技术,并通过原位静力试验得到了其抗侧性能.研究表明,这种轻钢框架-网格墙易于安装,能够节省人力物力,适于在村镇地区推广应用,且采用该建造技术完成的轻钢框架-网格墙结构的抗侧性能能够满足设计要求.

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.

天津理工大学新建体育馆屋盖工程采用了马鞍形边界的杂交型索穹顶结构体系,即索穹顶的边界为马鞍形的混凝土大环梁与框架柱组成约束边界,索穹顶内圈拉索构件参照Geiger型布置,而最外圈参照Levy型布置.采用两种有限元软件对索穹顶的找形结果进行了校核,最大位形偏差值为 6.7%.根据杂交型索穹顶的受力性能,研究了杂交型索穹顶关键节点的样式和受力性能.针对现场受限的施工空间,制定了在高空中心塔架上拼装中心受拉环,再对称安装拉索的施工工艺,最后通过分别同步牵引张拉最外圈上脊索和下斜索使索穹顶成形,并对杂交型索穹顶的施工全过程进行了仿真分析和施工监测.结果表明,实测数据和理论数据吻合.通过对这种结构体系从优化设计到施工工艺进行深入分析和研究,从而全方面地掌握该结构体系的工作性能,保证了施工工艺的可行性,以及结构在安装过程中的安全性和可靠性.

This study proposed a novel steel grid shear wall (SGSW) composed of bidirectional diagonal steel grid members and a boundary frame, in which the steel grid members are connected to the boundary frame through fishplates. The lateral resistance performances of the steel plate shear wall (SPSW) and SGSWs were compared. Subsequently, three 1:2 scale specimens were tested under lateral cyclic loading, and the mechanical properties of the SGSWs were investigated. The failure modes of the specimens corresponded to the destruction of steel grid members. A finite element analysis (FEA) model of the SGSW was established, and the FEA model was confirmed to be able to accurately simulate the behaviors of SGSWs by comparing the numerical results with test data. Parametric analyses were then conducted through FEA to determine the influence of the T-shape steel section, vertical loads, and boundary column stiffness on the mechanical properties of SGSWs. The results demonstrated that SGSWs exhibited excellent stiffness, ductility, and bearing capacity. The changes in the T-shape steel web area and stiffness of the boundary column had a significant influence on the mechanical properties of the SGSWs.

针对内嵌轻质墙板双钢板连接L形方钢管混凝土组合柱(LCFST柱)框架结构的抗震性能,设计并制作了未安装墙板的LCFST柱框架试件SJ-1和内嵌轻质墙板的LCFST柱框架试件SJ-2进行低周反复荷载试验,并通过有限元软件对内嵌墙板厚度、墙板强度进行参数化分析.试验结果表明:两框架结构属于"强柱弱梁"的破坏模式;SJ-2中墙板破坏多出现墙板顶端和角部,内嵌墙板可在一定程度上延缓主体框架的破坏;SJ-1和SJ-2均具有良好的耗能能力、延性和变形能力;SJ-2较SJ-1,正、负向弹性刚度、极限承载力均有明显提高,耗能能力比SJ-1略有增加.参数分析表明:增大墙板的厚度或强度,整体结构初始刚度的提升很小,但其峰值荷载的提升较为明显;其中墙板厚度由100 mm增至200 mm,墙板对峰值荷载的贡献率从22.76％提升至30.70％;墙板强度由2.5 MPa增至7.5 MPa,墙板对主体结构峰值荷载的贡献率从23.68％提升至34.52％.

为了简化H型钢连接方钢管混凝土组合柱(SCFT柱)的建模计算过程,建立了三种H型钢连接SCFT柱的有限元分析模型,分别为常用的实体单元模型以及基于轴向刚度和抗弯刚度等效的双梁-单壳单元简化分析模型,结合试验结果,进行了压弯状态下的受力性能分析.基于实体模型和根据刚度等效换算的单梁-单壳单元模型、双梁-单壳单元模型,采用通用分析和设计软件MIDAS建立了典型SCFT柱框架,对比了三种模型在不同荷载下的响应.结果表明:三种模型得到的压弯状态下H型钢连接SCFT柱的破坏模式和承载力基本一致,且与试验结果吻合良好,SCFT框架自振特性、层间位移和柱底反力具有一致性,验证了简化分析计算模型结果的准确性,以及运用于结构分析计算的可行性.

建立了预制混凝土管组合柱-钢梁节点在往复荷载作用下受力性能分析的精细化有限元计算模型.根据已完成的6个"弱节点"试验结果,对比分析试验与模拟试件的破坏模式、梁端荷载-位移骨架曲线和特征点荷载,验证了有限元模型的准确性.研究了预制混凝土管组合柱-钢梁节点核心区受力全过程工作机理,并对各关键组件的应力、应变发展规律及其相互作用进行分析.通过有限元模型参数化分析,研究了轴压比、钢套箍厚度、钢套箍延伸高度、预制混凝土管强度及芯部混凝土强度等因素对节点承载力和变形能力的影响.分析结果表明:在梁端往复荷载作用下,钢套箍屈服"拉力带"和核心区混凝土"斜压杆"机构共同抵抗节点剪力;峰值荷载时钢套箍以刚体变形为主,极限荷载时钢套箍腹板大面积屈服;芯部混凝土、钢套箍与预制混凝土管之间界面接触相互作用力分布不均匀;轴压比、钢套箍厚度、预制混凝土管和芯部混凝土强度对节点承载力及变形能力影响较大,增大钢套箍厚度可以显著提高节点承载力及变形能力;钢套箍延伸高度增加可以提高节点变形能力,但对承载力影响不明显.建立了预制混凝土管组合柱-钢梁节点受剪计算模型,理论值与模拟值吻合较好且偏于安全.

在圆钢管弦支穹顶结构中,构件在壳体曲面内外的计算长度不同,造成材料性能无法在两个方向上均得到充分利用.本文提出以H型钢为杆件形式的弦支穹顶结构克服了上述不足.首先通过一则算例对比分析了圆钢管和H型钢两种杆件形式在弦支穹顶曲面内外的轴心受压稳定性差异,随后建立了同时考虑节点域、节点刚度、杆件初弯曲的精细化数值模型,探讨了H型钢弦支穹顶结构杆件的初始几何缺陷施加方式,得到了节点域、节点刚度、杆件初弯曲等参数对结构稳定承载力的影响规律.结果表明:H型钢轴心受压稳定应力在弦支穹顶曲面内外可以达到平衡且在曲面外低于同截面面积圆钢管的稳定应力,材料在两个方向上均得到了充分利用;随强轴抗弯刚度系数的降低,结构稳定承载力下降趋势较为明显;H型钢杆件的几何缺陷尤其是弱轴方向的几何缺陷,对结构的稳定承载力将产生较大影响,在杆件加工时应尽量避免H型钢沿弱轴方向的初弯曲.

在圆钢管单层网壳结构中,圆钢管构件在壳体曲面内、外的计算长度不同,造成材料性能无法在两个方向上均得到充分利用。提出以H形钢为杆件形式的单层网壳结构克服了上述不足。首先通过一则算例对比分析了圆钢管和H形钢两种杆件形式在单层网壳曲面内、外的轴心受压稳定性差异,随后为进一步减小单层网壳中杆件弯矩对构件受力的影响,运用力密度法对H形钢单层网壳进行形态优化,并对比了找形前、后单层网壳的静力性能。研究结果表明,H形钢轴心受压稳定应力在壳体曲面内、外可以达到平衡且在曲面外低于同截面面积圆钢管的稳定应力,材料在两个方向上均得到了充分利用;运用力密度法对H形钢单层网壳进行找形可以减小杆件端部弯矩,使杆件以承受轴力为主,并能够改善结构静力性能,降低结构用钢量,从而进一步发挥了H形钢构件的双向力学性能。