采用单边螺栓连接的可拆卸式钢管混凝土K形节点工作机理研究

为加快建筑工业化进程，研发可拆卸、可循环利用的结构构件，是工程结构领域实现低碳减排的重要途经之一。目前，由钢管混凝土弦杆与空钢管腹杆焊接组成的K形节点在大空间公共建筑、大型钢结构厂房、大跨度桥梁、交通枢纽、海洋平台、塔架结构等工程中广泛应用。为了提高该类结构的建筑工业化程度，加快其建造速度并减少施工阶段的碳排放；本文提出了一种通过外置弧形连接板和单边螺栓连接钢管混凝土弦杆与空钢管腹杆的新型可拆卸式钢管混凝土K形节点，其通过工厂预制节点组件和现场螺栓连接，并且在结构服役期结束后，能够有效地无损分离和拆卸成为单独构件，实现组件的可循环服役和有效重复利用。因此，针对新型可拆卸式钢管混凝土K形节点的力学性能、工作机理和设计原理进行深入研究，具有重要的理论意义和工程应用价值。以下是本文的主要研究工作和研究结果：

  1.针对嵌入钢管混凝土中单边螺栓的拉伸性能开展了系列试验研究与有限元分析，其采用的单边螺栓主要类型为无锚固单边螺栓、无垫片锚固单边螺栓、锚固单边螺栓。基于系列试验结果，深入研究了嵌入钢管混凝土中单边螺栓试件在拉伸荷载作用下的破坏模态、极限承载力、刚度和变形特性。综合考虑了钢管对核心混凝土的约束特性以及单边螺栓与钢管混凝土在接触区域的相互作用界面特性和混凝土损伤塑性，进行了深入的有限元分析，明晰了单边螺栓嵌入钢管混凝土中受力全过程的工作机理和关键参数对试件力学性能的影响规律。在此基础上，针对三类钢管混凝土-单边螺栓试件分别提出了相应的极限承载力实用计算方法，试验数据与有限元计算结果以及公式计算结果吻合良好。 

  2.采用两腹杆铰接、弦杆一端自由一端轴拉的典型边界条件，对可拆卸式钢管混凝土K形节点试件进行了系列静力加载试验。试验中的主要参数包括单边螺栓数量、单边螺栓直径和锚固深度、弦杆半径厚比、腹弦杆壁厚比、连接板与弦杆壁厚比、材料强度等。基于试验结果，深入分析了该类新型可拆卸式节点的破坏模态、极限承载力、刚度和应力应变的发展规律，明晰了各重要参数对节点力学性能的影响规律；并通过破坏杆件拆除以及新构件替换后的重复加载，研究了节点在循环服役期的力学性能并与初次加载阶段进行对比，试验结果表明部分替换构件的节点在多次服役期内的极限承载力整体相差在5%以内，实现了钢管混凝土弦杆与单边螺栓等主要构件的有效重复利用，并对新型可拆卸式钢管混凝土K形节点与传统焊接钢管混凝土K形节点在典型工况下的力学性能进行了对比分析。

  3.综合考虑了材料非线性、几何非线性和界面粘结特性等因素，建立了可拆卸式钢管混凝土K形节点精细化非线性有限元模型，利用试验数据验证了该有限元模型的准确性。通过验证后的有限元模型对可拆卸式钢管混凝土K形节点在典型工况下的力学性能进行了深入分析，研究了节点的典型破坏模态和荷载-变形关系特征，以及节点区应力-应变发展过程和单边螺栓与钢管混凝土之间的相互作用等。针对节点组件在各特征点处应力应变的发展进行了细致分析，深入认识了节点受力全过程的工作机理。分析结果表明，弦杆钢管与核心混凝土，钢管混凝土弦杆与空钢管腹杆之间实现了协同工作，使得荷载能够在材料与杆件间有效传递；在钢管混凝土弦杆材料性能发展充分的基础上，节点受压腹杆出现局部屈曲的破坏模态具有更高的承载力和刚度，显著地提高了节点的力学性能。

  4.通过有限元建模计算，研究了重要参数对可拆卸式钢管混凝土K形节点力学性能的影响规律，包括腹弦杆管径比、弦杆半径厚比、腹弦杆厚度比、弧形连接板与弦杆厚度比、单边螺栓直径、单边螺栓数量、单边螺栓锚固深度、材料强度等。参数分析结果表明，影响节点极限承载力的关键参数包括钢材材料强度、单边螺栓数量、弦杆半径厚比、腹弦杆厚度比，弧形连接板与弦杆厚度比等。在此基础上，结合节点的典型破坏模态，提出了节点在典型工况下极限承载力实用计算方法；以及设计中所需的构造要求和选型建议，如在可拆卸式钢管混凝土K形节点的设计选型中，弦杆与弧形连接板厚度起着至关重要的作用，建议弧形连接板与弦杆厚度比的取值范围为1.5~2.5。

关键词：钢管混凝土K形节点；单边螺栓；可拆卸式连接；力学性能；传力机制；设计方法

Developing demountable structures that enable the replacement of damaged components and the reuse of intact parts in their extended service-life is an effective approach to reducing carbon emissions and prompting sustainable construction. Currently, K-joints formed by concrete-filled steel tubular (CFST) chords and circular hollow section (CHS) braces are widely used in the construction of large-space public buildings, large steel plants, long-span bridges, transportation hubs, marine platforms, tower structures, etc. To enhance the industrialization of CFST structures, accelerate their construction speed, and reduce carbon emissions during the construction phase. This thesis proposed a novel demountable K-joint formed by CFST chords and CHS braces. The components of K-joints were prefabricated in a factory and subsequently on-site connected through blind bolts and curved flush endplates. At the end of the service life, the intact structural components can be disassembled and readily reused in new projects without needing much extra rework. Conducting thorough research on the mechanical properties, working mechanism and design principles of the demountable K-joints can serve as a theoretical basis to support and facilitate their application. The research content of this thesis is as follows:

1. Experimental and numerical investigations are performed on the pullout response of blind bolts embedded in CFSTs. The experimental program includes three different CFST-blind bolt test specimens: non-anchored blind bolt with washer, anchored blind bolt with no washer, and anchored blind bolt with washer. Test results are presented, including failure modes, ultimate bearing capacity, stiffness, and deformability. The effects of key test parameters on the performance of CFST-blind bolt specimens were identified. Advanced numerical simulations were conducted, with consideration of the confinement provided by CFST and the properties and damaged plasticity of the blind bolt and concrete interface, thus clarifying the working mechanism of blind bolt pullout from CFSTs. Theoretical methods predicting the ultimate bearing capacity are proposed for three types of CFST-blind bolt test specimens respectively, and the theoretical prediction results were in good agreement with the test results and numerical simulation results.

2. A series of tests were conducted on the demountable K-joint specimens, where pined supports were applied at the ends of two braces whilst one end of the chord was under tension and the other was left free. The test parameters included: (1) number of blind bolts group; (2) diameter of the blind bolts diameter; (3) blind bolts embedment depth; (4) radius to thickness ratio of the chord; (5) brace to chord thickness ratio; (6) endplate to chord thickness ratio; (7) the strength of materials, etc. Based on the tests, the failure mode, the ultimate capacity, the joint stiffness, and the deformability of the demountable joints are investigated. After the initial loading, the damaged components were disassembled and replaced by new ones to form new joints which were then loaded again for the 2nd and 3rd service periods. It was found that the differences in joint ultimate capacity during multiple service periods are generally within 5%, testifying the effective reuse of the main structural components such as CFST chords and blind bolts. A comparative analysis was conducted between the performance of demountable CFST K-joints and conventional welded CFST K-joints under typical loading conditions.

3. A refined nonlinear finite element model of demountable CFST K-joints was established and then calibrated with test results, by comprehensively considering the material nonlinearity, geometric nonlinearity, and the interaction between blind bolts and CFST. The performance of demountable CFST K-joints under typical loading conditions was analyzed based on the calibrated finite element model, including failure modes, load-deformation relation, stress distribution in joint zone, and bond between blind bolts and CFST chord. The simulation result indicates that synergy is achieved between the chord and concrete core, the CFST chord and the steel tube braces, respectively, allowing good load transfer efficiency between these components. The potential of material performance would be fully exploited when the material properties of the CFST chord are fully developed and the local buckling is exhibited in the compression brace.

4. A parametric study was conducted based on the calibrated finite model, including brace to chord diameter ratio, brace to chord thickness ratio, radius to thickness ratio of the chord, endplate to chord thickness ratio, diameter of the blind bolts, number of blind bolt group, blind bolt embedment depth, and material strength, etc. Based on parametric analysis results, the key parameters affecting the ultimate capacity of K-joints were identified, including the yield strength of steel, number of blind bolt group, radius to thickness ratio of the chord, brace to chord thickness ratio, and endplate to chord thickness ratio, etc. In addition, a rational design method for predicting the ultimate capacity of the demountable CFST K-joints under typical loading conditions is proposed by considering the typical failure modes. The construction requirements and design recommendations were given, such as the endplate to chord thickness ratio being recommended to be 1.5~2.5.

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