【作者】 刘刚；

【导师】 黄炜；

【作者基本信息】 西安建筑科技大学 ， 结构工程， 2025， 博士

【摘要】 传统装配式复合墙结构具有整体工作性能好、抗震性能优越、施工速度快、节能环保等优点,但当装配式复合墙体应用于高层建筑时,在结构整体弯矩作用下,其边框柱下端会发生受拉或受压破坏,装配式复合墙体将发生弯曲破坏而非剪切破坏,从而难以充分发挥装配式复合墙结构的抗震性能。本文将装配式复合墙体中的钢筋替换为型钢,将其称为装配式型钢复合墙体。型钢对墙体的力学行为有重要影响,为揭示装配式型钢复合墙体的力学响应机制,建立其力学性能计算理论与分析模型,以期破解传统装配式复合墙承载力较低、耗能能力较差的技术瓶颈,本文对装配式型钢复合墙体的抗震性能进行了较为系统的试验研究、数值模拟及理论分析,主要研究工作如下:(1)设计了4个单层单跨、1个双层单跨装配式型钢复合墙试件和1个单层单跨装配式复合墙试件,对其进行低周往复加载试验,考察连接节点、型钢骨架及高宽比对墙体破坏模式、滞回特性、承载力、刚度和强度退化、变形及耗能能力的影响;运用有限元软件ABAQUS对型钢复合墙的抗震性能进行了数值拓展分析。试验研究与数值分析结果表明:各型钢复合墙均发生剪切破坏;H型钢复合墙(墙体采用H型钢骨架,下同)、矩形钢管复合墙、圆钢管复合墙的受剪承载力较装配式复合墙分别大幅提高了39.36%、24.28%、16.32%;各型钢复合墙的耗能能力和抗侧刚度较装配式复合墙均有不同程度的提高,但变形能力基本一致;改变强连接节点类型对型钢复合墙抗震性能的影响较小。(2)采用刚度叠加法推导得出了型钢复合墙体抗侧刚度的计算公式;基于剪摩理论,构建了型钢复合墙体斜截面受剪承载力的计算模型,提出了偏心受压墙体受剪承载力的实用计算公式,在此基础上,进一步推导出偏心受拉型钢复合墙体斜截面受剪承载力的计算公式;建立了型钢复合墙体水平接缝受剪承载力的计算方法。计算结果表明:型钢复合墙体抗侧刚度及斜截面受剪承载力的计算值与实测(数值模拟)值的误差基本都在10%以内,本文所述计算方法准确度较高。(3)依据型钢复合墙的受力特点,建立了墙体基于能量耗散原理和滞回特性的地震损伤模型,并对墙体不同阶段的损伤指数进行了演化分析,研究了连接节点、型钢骨架、高宽比对墙体损伤性能的影响规律;结合型钢复合墙的力学行为特征,将损伤指数引入到墙体的卸载刚度计算当中,建立了型钢复合墙基于损伤的四线型恢复力模型。计算结果表明:各墙体计算滞回曲线与实测结果的吻合度在合理范围内,本文所述方法具有较高的准确性。(4)设计了4个消能板圆孔群菱形布置金属阻尼器(CMD),并对其进行了力学性能试验研究,对比分析消能板开孔方式对阻尼器破坏模式、滞回特性、刚度退化、耗能及变形能力、受剪承载力的影响。试验研究结果表明:消能板的开孔方式对阻尼器破坏模式的影响较大,3组9孔型CMD的综合力学性能最优;对3组9孔型CMD进行了低周疲劳性能试验,研究其强度退化及耗能变化规律,提出了3组9孔型CMD的疲劳寿命预测模型,并基于Palmgren-Miner规则,建立了3组9孔型CMD的累积疲劳损伤模型。(5)设计了竖向接缝采用3组9孔型CMD耗能连接的双榀型钢复合墙体,并建立其数值模型,对比分析轴压比、高宽比、CMD消能板厚度及消能板菱形圆孔区圆孔直径与消能板厚度比对双榀墙体承载力、变形及耗能能力的影响。数值分析结果表明:双榀墙体的受剪承载力高,变形及耗能能力良好;根据双榀型钢复合墙体的受力特点,提出了考虑CMD影响的双榀墙体抗侧刚度、受剪承载力(包括水平及竖向接缝受剪承载力)的计算公式;结合CMD的受力特点和构造要求,建立了CMD的实用设计方法;基于双榀墙体的耗能衰减机理,构建了双榀墙体耗能衰减指数的计算公式,并采用递推算法提出了双榀墙体耗能能力的评估方法。更多还原

【Abstract】 Traditional prefabricated composite wall structure has advantages such as good overall working performance,superior seismic performance,fast construction speed,energy conservation and environmental protection.However,when the prefabricated composite wall is applied to high-rise buildings,under the action of the overall bending moment of the structure,the lower end of the frame column of wall will undergo tensile or compressive failure,and the prefabricated composite wall will undergo bending failure rather than shear failure,which makes it difficult to give full play to the seismic performance of prefabricated composite wall structure.In this dissertation,the steel reinforcement in the prefabricated composite wall was replaced with steel,which was called prefabricated steel composite wall.Steel has an important impact on the mechanical behavior of the wall.To reveal the mechanical response mechanism of prefabricated steel composite wall,construct its mechanical performance calculation theories and analytical models,with the aim of addressing the technical limitations of low bearing capacity and poor energy dissipation of traditional prefabricated composite wall,this dissertation conducted a systematic investigation into the seismic performance of prefabricated steel composite wall through experimental,numerical and theoretical research.The primary research work is summarized as follows:(1)Four single-floor single-span,one double-floor single-span steel composite wall specimens and one single-floor single-span prefabricated composite wall specimen were designed and subjected to low cycle reciprocating loading tests to investigate the effects of joints,built-in steel frameworks,and aspect ratios on the failure modes,hysteresis characteristics,bearing capacity,stiffness and strength degradations,deformation and energy dissipation capacities of the composite walls.The seismic performance of steel composite walls was numerically investigated using the finite element software ABAQUS.The experimental and numerical results demonstrate that all steel composite walls underwent shear failure.The shear capacity of H-shape steel composite wall(with H-shape steel frame,the same below),rectangular steel tube composite wall,and circular steel tube composite wall was enhanced by 39.3%,24.3%,and 16.3%,respectively,compared to conventional prefabricated composite wall.The energy dissipation capacity and lateral stiffness of the steel composite walls were improved to varying degrees relative to prefabricated composite wall,while their deformation capacity remained basically the same.Altering the type of strong joints of steel composite wall had a relatively minor influence on its seismic performance.(2)The calculation formula of lateral stiffness of steel composite wall was derived by stiffness superposition method.Based on the shear friction theory,a calculation model for the shear capacity of oblique section of steel composite wall was constructed,and a practical calculation formula for the shear capacity of the eccentrically compressed wall was proposed.On this basis,a calculation formula for the shear capacity of the oblique section of eccentrically tensioned wall was established.A calculation method for the shear capacity of horizontal joint of steel composite wall was built.The theoretical results indicate that the errors between the calculated values of lateral stiffness and shear capacity of oblique section of steel composite wall and the measured(numerical simulation)values fell basically within 10%,and the calculation method described in this dissertation had high accuracy.(3)According to the mechanical properties of prefabricated steel composite wall,a seismic damage model of the wall based on energy dissipation principle and hysteresis characteristics was established.The evolution analysis of the damage index of the wall at different stages was carried out,and the effects of joints,steel frameworks,and aspect ratios on the damage performance of walls were studied.Combined with the mechanical behavior characteristics of steel composite wall,the damage index was integrated into the calculation of the unloading stiffness of wall,and a damage-based four-line restoring model of steel composite wall was developed.The theoretical results suggest that the calculated hysteresis curves of walls exhibited a reasonable agreement with the experimental ones,indicating the high accuracy of the proposed approach in the dissertation.(4)Four new circular-hole-cluster-diamond-distributed metallic dampers(CMD)were designed,and their mechanical performance was experimentally investigated.The effects of opening patterns of energy dissipation plates on the failure modes,hysteresis characteristics,stiffness degradation,energy dissipation and deformation capacities and shear capacity of dampers were comparatively analyzed.The experimental results indicate that the opening pattern of the energy dissipation plate had a significant impact on the failure mode of the damper,and the 3-9-hole CMD performed the best in terms of comprehensive mechanical performance.Low cycle fatigue performance tests were conducted on 3-9-hole CMDs to study their strength degradation and energy dissipation variation rules.The fatigue life prediction model for 3-9-hole CMD was proposed,and based on the Palmgren-Miner rule,the cumulative fatigue damage model for 3-9-hole CMD was established.(5)The double steel composite walls with 3-9-hole CMD energy dissipation joints were designed,and their numerical models were constructed.The effects of axial compression ratio,aspect ratio,thickness of energy dissipation plate of CMD and the ratio of circular opening diameter of diamond circular opening areas to the thickness of energy dissipation plate on the bearing capacity,deformation and energy dissipation capacities of the double wall were analyzed comparatively.The numerical results show that the shear capacity of the double wall was high,and the deformation and energy dissipation capacities were good.Based on the mechanical characteristics of double wall,the calculation formulas for the lateral stiffness and shear capacity(including the shear capacity of horizontal and vertical joints)of double wall considering the influence of CMDs was proposed.Combined with the mechanical characteristics and structural requirements of CMD,its practical design method was established.Based on the energy dissipation attenuation mechanism of double wall,the calculation formula for energy dissipation attenuation index of double wall was constructed,and the assessment method for the energy dissipation capacity of double wall was proposed using the recursive algorithm.更多还原