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Rotation Capacity of Pre-Qualified Moment Connections:A Yield Line Approach

机译：合格弯矩连接件的旋转能力：屈服线法

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Steel moment connections in the US have been placed under very close scrutiny after the 1994 Northridge earthquake because of their unexpectedly poor performance. These investigations summarized in the FEMA-350 report produced design recommendations for new steel moment-resisting frame structures. At the core of these design recommendations is requirement that connections in Special Steel Moment Resisting Frames (SMRF) have a total rotation capacity exceeding 4% radian while maintaining strength above the nominal plastic capacity of the beam or loosing no more than 20% of the maximum connection resistance. To demonstrate this, a pre-qualification test requirement was imposed. Each new connection type is required to pass a series prequalification test conducted using a prescribed procedure. Such pre-qualification test approach was adopted and codified in FEMA-350 [1] and AISC [2] documents because rotation capacity of steel moment connections could not be reliably predicted using conventional analytical models, such as finite element or fracture mechanics models. Even though this approach is safe, it is expensive and it hampers development of new connection designs. rnDuring a severe earthquake only few cycles of large deformation may be sufficient to cause failure of steel structural components sensitive to low-cycle fatigue. Failure of prequalified steel moment connections after only a few cycles of high-amplitude deformation was observed in pre-qualification tests as ductile tearing of the metal in the creases of the beam buckled shape in the plastic hinge region. While low-cycle fatigue resistance is not an explicit requirement of the connection pre-qualification test procedure, resistance to this failure mode is important for seismic structural design because steel structures may have to endure a number of significant earthquakes, each having a few cycles of large deformation demand that may pose a cumulative connection fracture risk
机译：1994年诺斯里奇地震后，由于其性能出乎意料的差，美国的钢制力矩连接受到了严格的审查。 FEMA-350报告中总结的这些研究为新型钢制抗弯框架结构提出了设计建议。这些设计建议的核心是要求特殊钢制耐弯框架（SMRF）中的连接的总旋转能力超过4％弧度，同时保持强度超过梁的标称塑性容量或不超过最大值的20％连接电阻。为了证明这一点，提出了资格预审测试要求。每种新的连接类型都必须通过按照规定程序进行的一系列资格预审测试。这种资格预审测试方法在FEMA-350 [1]和AISC [2]文件中得到了采用和整理，因为无法使用常规分析模型（例如有限元或断裂力学模型）可靠地预测钢力矩连接的旋转能力。即使这种方法是安全的，也很昂贵，并且阻碍了新连接设计的开发。在大地震中，只有几个大变形周期可能足以导致对低周期疲劳敏感的钢结构部件失效。在资格预审测试中，仅在几次高振幅变形周期后，就发现了资格预审的钢力矩连接失败，因为塑性铰链区域中的梁弯曲形状的折痕中金属的韧性断裂。虽然低周疲劳抗力不是连接资格预审测试程序的明确要求，但对于抗震结构而言，抗这种破坏模式至关重要，因为钢结构可能必须承受许多重大地震，每个地震都有几个周期较大的变形需求可能会带来累积的连接断裂风险

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  • 会议地点 Long Beach CA(US)
  • 作者

    Kyungkoo LeeMyers; Bozidar Stojadinovic;

  • 作者单位

    Houghton Partners, Inc (MHP), 4500 East Pacific Coast Highway, Suite 100, Long Beach, CA 90804, klee@mhpse.com;

    Dept. of Civil and Environmental Engineering, University of California at Berkeley, Berkeley, CA 94720, Phone:510-643-7035,boza@ce.berkeley.edu;

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  • 正文语种 eng
  • 中图分类 建筑结构;
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