考虑撬力作用的铝合金T型受拉连接设计方法

分析了铝合金T型受拉连接的破坏模式,并与钢结构中T型受拉连接破坏方式进行了对比,讨论了撬力产生的原因和以及影响因素。将撬力计算的理想公式与钢结构中的修正撬力计算公式和有限元计算的铝合金T型接头撬力公式进行对比,提出了考虑撬力作用的铝合金T型受拉连接的设计方法。     

不同螺栓布置下螺栓连接的滞回性能

从1994年北岭地震中可看到,栓焊节点的抗震性能较差。因此,常用于工业建筑和高层建筑中的抗弯框架多采用端板连接和T型螺栓连接。采用有限元方法,通过改变螺栓的纵横布置对比了14个试件的滞回性能。结果表明:假定两者总的耗能能力相同,则T型螺栓连接的抗弯能力和初始转动刚度均比基于AISC规范设计的端板螺栓连接高。在往复荷载作用下,螺栓布置的改变对T型螺栓连接破坏模式的影响要大于端板连接,端板连接更适用于具有初始几何缺陷的结构。     

考虑撬力作用的铝合金T型受拉连接设计方法

分析了铝合金T型受拉连接的破坏模式,并与钢结构中T型受拉连接破坏方式进行了对比,讨论了撬力产生的原因和以及影响因素。将撬力计算的理想公式与钢结构中的修正撬力计算公式和有限元计算的铝合金T型接头撬力公式进行对比,提出了考虑撬力作用的铝合金T型受拉连接的设计方法。     

T型钢连接的钢框架梁柱节点在低周往复荷载作用下的抗震性能分析

采用ANSYS有限元软件对T型钢梁柱节点进行三维实体建模,并在此基础上利用非线性有限元方法研究不同节点在低周往复荷载作用下的滞回性能。结果表明：T型钢连接节点的滞回曲线稳定饱满,具有较为理想的抗震性能。T型钢翼缘厚度、是否设置加劲肋和螺栓竖向排列方式对节点抗震性能影响较大;柱腹板厚度、梁翼缘和腹板厚度对抗震性能影响较小,T型钢梁柱节点属于半刚性节点。     

信息动态

建立可靠的力学模型,使其能模拟循环荷载作用下足尺T型节点的全过程弯矩-转角曲线。由于螺栓之间相互作用且对连接的转动刚度有影响,螺栓连接的性能很复杂。将节点模型设计为由各个T型组件组成,并用线性弹簧模拟各组件。通过从荷载-位移反应机制得出的多线性刚度模型,分析组件的性能,包括受拉螺栓隆起、T型翼缘的弯曲、T型腹板的拉伸、相对滑移变形、允许变形等。将这些属性代入节点单元中的弹簧,能较准确地分析足尺节点性能。基于基本弹簧理论,集中阐述刚度模型,更好地分析了螺栓连接的性能、失效模型及T型组件韧性。     

设置垫板的T形件螺栓连接滞回性能试验研究

为提高传统T形件连接的耗能能力, 在T形件之间设置两块矩形垫板使T形件翼缘在拉、压荷载作用下均能屈服耗能。设计制作了4个设置垫板的T形件连接试件和1个未设置垫板的试件, 进行往复拉压作用下的拟静力试验。结果表明：通过设置垫板提高T形件连接的耗能能力是可行的;设置垫板的试件滞回性能稳定、滞回环饱满, 在拉、压荷载作用下均能耗散能量, 耗能能力为相同构造不设置垫板试件的150%左右;设置垫板试件在拉力和压力作用下受力机理不同, 抗压承载力和刚度大于其抗拉承载力和刚度;随着垫板宽度的增加, 试件的抗压承载力和抗拉承载力均有所提高。     

高强螺栓T型钢连接节点三维非线性有限元分析

通过对高强螺栓T型钢连接节进行三维非线性有限元分析,研究和探讨了螺栓间距,T型钢翼缘、柱翼缘及柱腹板厚度等因素对于节点初始连接刚度、梁的延性破坏以及本身接触状态的影响．     

Bolted large seismic steel beam-to-column connections Part 1: experimental study

Two large bolted steel moment-resisting connections were studied by experiments. These connections were single-sided beam-to-column assemblies that are representative of exterior beam-to-column connections, and they were composed of W36×150 Grade 50 beams and W14×283 Grade 50 columns. T-stubs were cut from W40×264 sections of Grade 50 steel. The T-stub stems were welded to the beams and prestressed by bolts to the beam flanges in the shop. Final beam-to-column assembly required no additional welding: the T-stub flanges were bolted to the column and the column shear tab was bolted to the beam web. The specimens had two symmetrically located T-stubs with different stem geometry: Specimen 1 had rectangular-shaped stems, whereas Specimen 2 had U-shaped stems. During the cyclic testing the beam deformation was minimal controlled by active participation of the T-stub flanges: a separation between T-stub flanges and the column flanges was observed. This separation was caused by bending plastic deformation in the T-stub flanges and plastic deformation in the high-strength bolts. This phenomenon allowed energy dissipation and prevented severe buckling of the beam flanges and beam web.     

Special all-round fillet weld for anchor rods of base-plate T-stub connections

The eccentricity between connected steel parts and the anchor rods in base-plate T-stub connections makes base plates the weaker components in tension and compression. Additionally, the oversized holes in base plates lead to irregular placement of anchor rods, resulting in an unsymmetrical shear behavior. Thus, this paper aims to develop a special all-round fillet weld to connect the anchor rods beneath the base plate concentrically to the steel part, removing the base plate from the load-transferring chain. Accordingly, design criteria were first developed based on Eurocode's directional method considering all the potential failure modes. Next, results were validated by conducting experimental work. The digital image correlation technique (DIC) was also used to capture the strain distribution developed over the tested specimen till failure. Consequently, numerical analysis was carried out to investigate the fracture strength and the fracture angle and compare the special fillet weld with its equivalent standard one, which has the same weld volume. The results indicated that the proposed design criteria produced safe strength prediction for the developed special all-round fillet weld. Furthermore, the results revealed that using a special all-round fillet weld instead of the equivalent standard one can increase the strength by about 8% and improve the ductility of the weld. However, it decreases the stiffness of the weld by about 21%. The fracture surface occurred at $15°$ from the face of the anchor rod, which produced a higher strength than the predicted tensile strength calculated according to the theoretical throat plane.     

钢结构T形连接高强度螺栓受力分析及数值模拟

为了分析钢结构T形连接高强度螺栓受力性能,对10个不同构造参数的T形连接件进行试验及有限元研究,比较T形件构造参数变化对高强度螺栓力学性能的影响,并对高强度螺栓受力进行数值模拟。结果表明:螺栓直径、翼缘板厚度及螺栓间距等构造参数变化对T形件连接高强度螺栓受力产生不同程度的影响,设计中可根据具体情况选择最优的构造形式;高强度螺栓除受到撬力的影响外,还受到弯矩的影响;根据试验数据拟合的高强度螺栓拉力及弯矩的半经验计算公式计算值与试验结果吻合良好,可供工程应用参考。