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AISC 极限状态与设计要求目录

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以下目录总结了钢结构节点设计中的 AISC 极限状态与设计要求，以及 IDEA StatiCa 如何应对这些要求。该目录由田纳西大学 Mark D. Denavit 教授编制。目录仍在完善中，后续将持续添加更多条目。

简介

钢结构节点设计需要评估众多极限状态、考虑多种受力行为效应，并遵守相关规定。AISC 规范、AISC 手册及其他参考文献描述了美国工程实践中所采用的设计方法。目前，最广泛使用的方法主要依赖可手算完成的计算。然而，计算机硬件与软件的进步使另一种基于非线性结构分析的设计方式成为可能。

在设计中采用非线性分析对于复杂或特殊节点具有优势，因为传统计算的假设在这些情况下尚未得到验证。然而，相同的极限状态、设计考量和设计要求同样适用。优秀的节点设计来自于熟悉这些设计准则及其工具如何体现这些准则的结构工程师。

本文旨在详细（但非穷尽）列举与结构钢设计相关的极限状态、设计考量和设计要求，并说明这些内容在传统计算以及 IDEA StatiCa 基于组件的有限元方法中的处理方式。

本文档正在持续更新，相关验证与研究工作仍在进行中。

本文内容参考 2022 年版 AISC 规范及第 16^版 AISC 手册。

极限状态

焊缝断裂

AISC 规范包含坡口焊缝、角焊缝以及塞焊和槽焊的相关规定。其中，完全熔透（CJP）坡口焊缝和角焊缝是目前 IDEA StatiCa 中唯一可定义的焊缝类型。

IDEA StatiCa 中的 CJP 坡口焊缝和对接焊缝通过多点约束直接连接各构件进行建模。多点约束不引入任何柔性。此外，由于 CJP 坡口焊缝的强度由母材控制，因此不对这些焊缝的强度进行校核。

角焊缝同样采用多点约束和等效焊缝壳单元进行建模，该壳单元近似模拟焊缝的弹塑性行为。这些壳单元中的内力被提取出来，作为所需强度与按 AISC 规范计算的可用强度进行比较。

焊缝的可用强度在 AISC 规范第 J2.4 节中定义。对于角焊缝，标称强度为焊缝金属标称应力 F_nw、焊缝有效面积 A_we 与方向强度增大系数 k_ds 的乘积。AISC 规范表 J2.5 规定 F_nw = 0.6F_EXX，并参照 AISC 规范第 J2.2a 节对 A_we 进行定义。对于每段焊缝，A_we 取焊喉厚度乘以该段焊缝长度。AISC 规范第 J2.2b 节中针对长焊缝有效长度的折减不予应用；但长焊缝的影响已通过长节点中的变形协调条目中所述的方式显式捕捉。

方向强度增大系数在 AISC 规范第 J2.4 节中定义。当考虑各焊缝单元的应变协调时（IDEA StatiCa 中即为此情况，因为焊缝和连接构件的刚度均被显式建模），k_ds 是所需力作用线与焊缝纵轴之间夹角的函数。IDEA StatiCa 根据等效焊缝壳单元中的内力确定作用线方向，并对每段焊缝计算 k_ds 和标称强度。

为说明方向强度增大的效果，以 Miazga 和 Kennedy（1989）的焊接试件试验为例。试件的加载角分别为 0、15、30、45、60、75 和 90 度，如下图所示（单位为毫米）。钢板采用 CAN3-G40.21-M8 300W 级钢材制作。外板实测屈服强度为 52.8 ksi，内板实测屈服强度为 50.2 ksi。焊条采用 E48014，标称强度 F_EXX = 70 ksi。

在 IDEA StatiCa 中，采用实测钢板材料性能、标称填充金属性能并计入抗力系数，确定了各试件的最大允许施加荷载。最大允许施加荷载经节点中焊缝总长度归一化后如下图所示。图中同时给出了按 AISC 规范计算的设计强度（含方向强度增大系数和抗力系数）以及试验强度。

IDEA StatiCa 焊缝结果输出的各试件加载角（从焊缝纵轴量起）列于下表。

几何角 \(\theta\)（度）	IDEA 输出角 \(\theta\)（度）
0	14.7
15	21.1
30	34.0
45	49.1
60	58.8
75	72.6
90	89.9

IDEA StatiCa 和 AISC 规范的强度均远低于试验强度。试验强度偏高的原因有以下几点：试验值未计入抗力系数，实际填充金属强度可能高于标称强度，且焊缝实际破坏面积可能大于设计计算中的假定值。

IDEA StatiCa 的强度略低于 AISC 规范的计算结果，但两者均随加载角的增大而提高。此外，试件的几何角与 IDEA StatiCa 输出的焊缝纵轴加载角存在差异。这些差异源于 IDEA StatiCa 建模时将焊缝划分为若干短段。与传统计算假设焊缝沿长度方向受力均匀不同，各焊缝段根据焊缝和连接构件的刚度承受不同的内力。IDEA StatiCa 输出的角度对应承载比最大的焊缝段，通常为焊缝端部的某段。对于这些试件，非均匀受力的综合效应导致强度略有降低。

对于矩形 HSS 端部受拉角焊缝，存在一种特殊情况，即 k_ds = 1.0。在 IDEA StatiCa 中，无论加载方式如何，矩形 HSS 端部角焊缝均不采用方向强度增大系数。

AISC 规范第 J2.4 节还定义了母材强度。对于角焊缝，AISC 规范表 J2.5 参照 AISC 规范第 J4 节进行母材强度校核。母材强度校核的详细内容见焊缝母材强度条目。

焊缝母材强度

在焊接节点中，焊缝相邻连接构件的强度称为母材强度。在许多情况下，可以识别潜在的极限状态，并按 AISC 规范第 J4 节的规定计算母材的可用强度。IDEA StatiCa 中对这些极限状态的评估详见各极限状态的相关条目，包括拉伸屈服、拉伸断裂、剪切屈服与断裂以及块剪断裂。

然而，在某些节点中，焊缝相邻处的潜在极限状态难以识别，母材的可用强度无法直接手算。对于此类情况，AISC 手册提供了公式 9-6 和 9-7，在一定假设条件下计算与焊缝匹配的最小母材厚度。由于无需事先识别潜在母材极限状态，且强度评估采用 5% 塑性应变限值，该公式在 IDEA StatiCa 中不予评估。但结构工程师仍可利用该限值确定焊缝和连接构件的尺寸。

IDEA StatiCa 提供了在熔合面处校核母材承载力的选项。该校核可在"规范设置"窗口中启用。此校核在美国工程实践中并不常见，且在填充金属与母材适当匹配时通常无需进行。AISC 规范第 J2.4 节的注释指出，试验已证明熔合面上的应力对确定角焊缝抗剪强度并非控制因素。

螺栓剪切与拉伸断裂

受拉或受剪螺栓的可用强度在 AISC 规范第 J3.7 节中定义。受拉剪组合作用螺栓的可用强度在 AISC 规范第 J3.8 节中定义。IDEA StatiCa 直接采用上述规定计算可用强度，并与非线性分析确定的所需强度进行比较。按规定，由非线性分析确定的所需拉伸强度包含由撬力作用引起的拉力。

AISC 规范表 J3.2 的脚注要求，当 A307 螺栓的夹持长度大于其直径的五倍时，应折减标称剪切应力 F_nv。该折减在 IDEA StatiCa 中未予实现。因此，长 A307 螺栓的标称剪切应力需在材料选项卡中手动调整。

螺栓孔承压与撕裂

受剪螺栓的强度可能受螺栓孔处承压或撕裂控制。通常的做法是将承压和撕裂与螺栓剪切断裂分开评估。然而，螺栓群可能发生部分螺栓断裂、部分螺栓撕裂的破坏模式。AISC 规范第 J3.7 节的用户注释指出："单个紧固件的有效强度可取第 J3.7 节紧固件抗剪强度与第 J3.11 节螺栓孔承压或撕裂强度中的较小值。螺栓群的强度取各单个紧固件有效强度之和。"

IDEA StatiCa 对每个螺栓单独进行强度评估，所需强度由非线性分析确定，可用强度按 AISC 规范规定计算。该评估方法符合 AISC 规范第 J3.7 节的用户注释。但 IDEA StatiCa 并非简单地将各紧固件有效强度相加，其采用的方法可能导致强度的偏保守低估。

以下图所示三螺栓节点为例。该节点较短，三个螺栓的刚度相等，因为 IDEA StatiCa 中螺栓的荷载-变形响应与边距无关，因此施加荷载近似均匀分配给各螺栓。边距为 1 英寸的螺栓强度由撕裂控制。当第一个螺栓承载比达到 100% 时，IDEA StatiCa 判定破坏。由于边距为 1 英寸的螺栓可用强度最低（ϕr_n = ϕ1.2dtF_u = 17.4 kips），该螺栓最先达到 100% 承载比。其余螺栓强度较高（ϕr_n = 35.8 kips，AISC 手册表 7-1），但未达到 100% 承载比，最终节点强度为 52.5 kips。按传统计算，假设每个螺栓均达到其有效强度，节点强度为 89.0 kips，比 IDEA StatiCa 的结果高 70%。

三螺栓螺栓节点

施加 57.5 kips 荷载的三螺栓螺栓节点

AISC 规范第 J3.11a 节提供了两组公式：一组适用于正常使用荷载下螺栓孔变形为设计考量的情况，另一组适用于正常使用荷载下螺栓孔变形不为设计考量的情况。是否将正常使用荷载下螺栓孔变形作为设计考量，可在"规范设置"窗口中选择。

AISC 规范第 J3.11a 节还针对槽孔垂直于受力方向的长槽孔提供了不同的计算公式。槽孔可在 IDEA StatiCa 的板件编辑器中定义。IDEA StatiCa 对所有槽孔均采用 AISC 规范中长槽孔的承压和撕裂公式，不区分槽孔长度。

AISC 规范第 J3.11b 节要求，对于完全穿过非加劲箱形构件或空心结构型钢（HSS）的螺栓或杆件，应采用第 J7 节的承压规定。该规定在 IDEA StatiCa 中未予实现，此类节点的承压按常规螺栓节点（各层板紧密接触）进行评估。若螺栓夹持长度大于连接板厚度之和，报告中将给出警告。

在评估撕裂时，IDEA StatiCa 根据非线性分析中各螺栓的受力方向，确定沿受力方向孔边至相邻孔边或材料边缘的净距 l_c。该功能对于偏心受载螺栓群尤为有用，因为各螺栓的受力方向各不相同。撕裂极限状态已针对托板节点在本文中以及单板抗剪节点在本文中进行了研究。

承压（局部压缩屈服）

AISC 规范第 J7 节定义了承压（局部压缩屈服）极限状态的可用强度。这些规定适用于钢构件之间接触的特定情况，但在 IDEA StatiCa 中未予实现。

对于精加工面和配合承压加劲板端部，虽然接触承压应力未按 AISC 规范规定的限值进行校核，但可绘制接触应力分布图，且钢构件的屈服通常提供更为控制性的限值，因为允许承压应力超过屈服强度。

IDEA StatiCa 对完全穿过非加劲箱形构件或 HSS 构件的螺栓或杆件，按常规螺栓节点（各层板紧密接触）评估承压强度，而不采用 AISC 规范第 J7 节的规定。若螺栓夹持长度大于连接板厚度之和，报告中将给出警告。另见螺栓孔承压与撕裂。

膨胀滚轴和摇轴无法在 IDEA StatiCa 中建模。销轴已在 IDEA StatiCa 24.0 版本中引入，目前仅支持按欧洲规范进行设计。

滑移

当节点承受荷载方向反复变化的疲劳荷载、采用超大孔、接触面滑移对结构性能有害以及其他原因时，节点须按抗滑移临界设计。滑移极限状态的可用强度在 AISC 规范第 J3.9 节中定义，第 J3.10 节另有针对抗滑移临界节点拉剪组合的补充规定。IDEA StatiCa 直接采用上述规定计算可用强度，并与非线性分析确定的所需强度进行比较。

滑移系数 μ 在规范设置中定义。填板系数 h_f 自动确定。

IDEA StatiCa 与手算结果之间的差异可能源于 AISC 规范第 J3.10 节定义的拉力折减系数 k_sc。IDEA StatiCa 采用非线性分析中螺栓的拉力计算 k_sc，即使该拉力并非由减小净夹紧力的外加拉力引起。例如，在端板与柱翼缘之间采用抗滑移临界连接的外伸端板弯矩节点中（如下图所示），梁中弯矩在 IDEA StatiCa 中引起螺栓拉力。从物理角度看，弯矩导致梁受拉侧螺栓附近夹紧力的减小，将被梁受压侧螺栓附近夹紧力的增大所补偿。在手算中，该节点不使用系数 k_sc（除非梁存在净拉力）。但由于 IDEA StatiCa 对螺栓逐一评估，k_sc 被保守地应用于梁受拉侧螺栓，从而降低了节点的整体抗滑移强度。在计算 IDEA StatiCa 中的 k_sc 时，以剪力为主的节点中的附带拉力以及撬力引起的拉力也被保守地计入。

AISC 规范第 J3.9 节要求抗滑移临界节点除滑移极限状态外，还须按承压型节点的极限状态进行设计。IDEA StatiCa 不对指定通过摩擦传力的螺栓进行螺栓断裂、承压或撕裂校核。此外，抗滑移临界节点与承压型节点在 IDEA StatiCa 中的建模方式不同。在抗滑移临界节点中，力在更大面积范围内从一块板传递到另一块板，更能代表通过摩擦传力的方式。较大的传力分布范围可能导致连接构件在块剪断裂等极限状态下强度提高。对于大多数节点，抗滑移强度低于承压型节点极限状态的强度。然而，结构工程师应了解这些局限性并在设计中加以处理。建议在 IDEA StatiCa 中对抗滑移临界节点进行两次分析：一次作为抗滑移临界节点（即剪力传递方式设为"摩擦"），另一次作为承压型节点（即剪力传递方式设为"承压——拉剪相互作用"），以确保所有极限状态均得到适当评估。

拉伸屈服

拉伸屈服是结构钢设计中最基本的极限状态之一。拉伸屈服的标称强度在 AISC 规范（2022）第 D2 节（受拉构件）和第 J4.1 节（连接构件）中定义为规定最小屈服应力 F_y 乘以毛截面面积 A_g。尽管该公式简单，但 IDEA StatiCa 并不直接采用该公式评估强度。IDEA StatiCa 中的构件和连接构件采用壳单元建模，并赋予由线弹性段和线性塑性段组成的非线性应力-应变关系。壳单元可承受多轴应力，应力-应变关系对此加以考虑。在单轴应力状态下，弹性阶段刚度为弹性模量 E，塑性阶段刚度为弹性模量的千分之一 E/1000，弹塑性转换发生在应力等于 F_y 乘以 LRFD 抗力系数 0.9 或除以 ASD 安全系数 1.67 处。

IDEA StatiCa 不采用所需强度不超过可用强度的方式（如 R_u ≤ ϕR_n），而是将塑性应变限制在 5%。虽然这是一种本质上不同的评估方式，但两种方法对构件或组件毛截面拉伸屈服强度的计算结果不会相差太大。细微差异可能由以下两个原因引起：1）IDEA StatiCa 中屈服后应力的小幅增加；2）截面面积的细微差异。

IDEA StatiCa 采用较小的屈服后刚度（弹性刚度的千分之一），以避免零屈服后刚度带来的计算困难。在 5% 塑性应变限值处，这将导致屈服应力以上约 0.05×E/1000 = 0.05×(29,000 ksi)/1000 = 1.45 ksi 的附加应力。对于 F_y = 50 ksi 的 ASTM A992 钢，采用 LRFD 时，IDEA StatiCa 中拉伸屈服起始于 0.9×50 ksi = 45 ksi。屈服后累积的额外 1.45 ksi 应力可导致强度约提高 3%。

IDEA StatiCa 中结构钢构件采用壳单元建模，对实际几何形状有所简化。壳单元仅表示矩形组件，因此忽略了圆角。此外，由于壳单元在位于厚度中心的节点处连接，截面组件交汇处存在一定重叠。下图展示了宽翼缘截面的简化方式。这些简化导致截面面积存在细微差异，进而影响拉伸屈服强度。对于 W14x159，AISC 手册表 1-1 中列出的截面面积为 46.7 in.²。按 IDEA StatiCa 建模方式计算的截面面积为 2b_ft_f+(d-t_f)t_w = 2(15.6 in.)(1.19 in) + (15.0 in. – 1.19 in.)(0.745 in.) = 47.4 in.²，截面尺寸同样取自 AISC 手册表 1-1。两者相差 1.5%。

上述细微差异的综合影响可通过一个简单的 IDEA StatiCa 拼接节点模型加以观察，该模型由两根 W14x159（ASTM A992）钢截面组成，拼接采用对接焊缝（如 CJP），并承受拉力。按 AISC 规范（2022），宽翼缘受拉构件的设计强度为 0.9×(50 ksi)×(46.7 in.²) = 2,100 kips。IDEA StatiCa（22.1 版本）中该节点可施加的最大荷载为 2,180 kips，比按 AISC 规范计算的设计强度高 4%。节点塑性应变分布表明，整个截面已全截面屈服。

拉伸断裂

拉伸断裂极限状态的规定见 AISC 规范第 D 章，并在第 J4.1 节中被引用于连接构件。拉伸断裂的标称强度计算为材料抗拉强度 F_u 乘以有效净面积 A_e。有效净面积考虑了材料去除（包括螺栓孔）的影响，以及通过 AISC 规范表 D3.1 定义的剪力滞后系数 U 所体现的剪力滞后效应。标称强度乘以抗力系数 ϕ = 0.75 得到设计强度。

拉伸断裂极限状态在 IDEA StatiCa 中不直接评估，而是通过限制各构件的塑性应变量来捕捉。IDEA StatiCa 中默认塑性应变限值为 5%。IDEA StatiCa 中不使用 F_u 和抗力系数 ϕ = 0.75。IDEA StatiCa 采用双线性应力-应变关系，屈服发生在钢材屈服应力 F_y，乘以默认值为 0.9 的折减系数（用户可调整该系数）。屈服后，钢材刚度仅为弹性模量的千分之一。该屈服后刚度的引入是为了数值稳定性，不提供任何显著的应变硬化。此外，IDEA StatiCa 不采用 AISC 规范表 D3.1 中的剪力滞后系数，而是对剪力滞后进行显式建模。

此外，节点区域发展的应力很少是纯单轴的。IDEA StatiCa 采用 von Mises 屈服准则判断复杂应力状态下的屈服，这可能导致强度表观提高。为说明这一效应，以下图所示简单拼接节点为例。中间板在螺栓附近的强度控制该节点的强度。根据手算程序，可以预期 IDEA StatiCa 确定的强度为屈服应力乘以净面积（图中红色虚线所示）。对于该节点，净面积为 (1/2 in.)×(8 in. – 2d_h) = 2.875 in.²，其中孔径 d_h = 1-1/8 in.（注意 IDEA StatiCa 不计入 AISC 规范第 B4.3b 节所述的 1/16 in. 损伤量，详见净截面面积计算条目）。对于 LRFD，IDEA StatiCa 中屈服发生时的应力为 0.9F_y，应变硬化极小（详见拉伸屈服条目）。对于本例所用 A36 材料，屈服将发生在 0.9(36 ksi) = 32.4 ksi。因此，可以预期该节点在 IDEA StatiCa 中的强度为 (2.875 in.²)×(32.4 ksi) = 93.1 kips。然而，由于净截面处的应力并非纯单轴，其他应力分量有效提高了垂直于净面积方向的屈服应力，直至施加荷载达到 111.7 kips 时才达到 5% 塑性应变。

单独来看，传统计算与 IDEA StatiCa 之间的差异分别导致：IDEA StatiCa 强度偏低（仅使用 F_y 而非 F_u）、IDEA StatiCa 强度偏高（材料强度折减系数采用 0.9 而非 ϕ = 0.75），以及因具体节点不同而强度各异（显式建模剪力滞后而非使用剪力滞后系数 U）。综合来看，这些差异通常（但并非总是）导致 IDEA StatiCa 的强度等于或低于传统计算结果。

拉伸断裂极限状态已通过与数百个试验结果的对比研究进行了验证。结果表明，IDEA StatiCa 总体上偏保守，尤其在标称强度水平上，但也存在 IDEA StatiCa 可用强度大于按 AISC 规范计算值的情况。采用实测材料和几何性能且不计入抗力系数时，529 个试件中仅有 12 个（其中 9 个采用高强钢，F_y = 122.8 ksi）的 IDEA StatiCa 强度超过试验观测强度，仅有 30 个试件的 IDEA StatiCa 强度超过按设计公式计算的预期拉伸断裂强度。采用标称材料和几何性能并计入抗力系数时，对于部分无实物对应的节点，IDEA StatiCa 强度高于按 AISC 规范计算的强度，尤其是焊缝相对较短的板件受拉构件和矩形 HSS 受拉构件。鉴于这些情况的试验数据有限，目前仍在研究差异是否源于 IDEA StatiCa 的非保守性或 AISC 规范公式的保守性。

压缩屈服与屈曲

受压构件受影响单元和连接构件的可用强度在 AISC 规范第 J4.4 节中定义。当长细比 L_c/r 不大于 25 时，适用压缩屈服，标称强度计算为规定最小屈服应力与毛截面面积的乘积（即 P_n = F_yA_g）。与拉伸屈服类似，IDEA StatiCa 采用 5% 塑性应变限值评估压缩屈服极限状态。

当长细比 L_c/r 大于 25 时，适用 AISC 规范第 E 章的规定。AISC 规范第 E 章的极限状态包括弯曲屈曲、扭转屈曲和弯扭屈曲。IDEA StatiCa 执行的非线性分析因考虑了屈服和接触等效应而具有非线性特征，但通常不考虑几何非线性（如 P-Δ 效应）（当 HSS 用作承压构件时考虑几何非线性）。

结构工程师还须进行线性屈曲分析以检测屈曲。线性屈曲分析可确定弹性屈曲荷载，以施加荷载的比值表示。线性屈曲分析虽能提供有助于指导设计的有用信息，但不考虑可能降低刚度和屈曲荷载的潜在屈服（即非弹性屈曲），也不考虑初始几何缺陷的影响。由于这些局限性，使用 IDEA StatiCa 时，节点须足够紧凑，以确保弹性屈曲和非弹性屈曲均不会发生。弹性屈曲荷载比值是衡量紧凑性（或长细性）的便捷指标。

考虑 AISC 规范第 J4.4 节中假定压缩屈服的长细比限值 L_c/r ≤ 25。长细比 L_c/r = 25 对应弹性临界应力 F_e = π²E/(L_c/r)² = π²(29,000 ksi)/(25)² = 458 ksi。对于 A36 钢，这相当于 LRFD 折减屈服应力的 14 倍，ASD 折减屈服应力的 21 倍。对于 50 级钢，弹性临界应力相当于 LRFD 折减屈服应力的 10 倍，ASD 折减屈服应力的 15 倍。因此，弹性屈曲荷载比值应保持大于上述比值，以避免非弹性屈曲控制的情况。

弹性屈曲荷载比值的适当限值因节点构造而异。对于板件屈曲，限值要低得多。根据 AISC 规范表 B4.1a 中的宽厚比限值，弹性临界屈曲荷载比值对于 LRFD 不应低于 3，对于 ASD 不应低于 4.5。对托板节点的评估确定弹性临界屈曲荷载比值限值为 LRFD 取 4，ASD 取 6。临界屈曲荷载比值限值 3 已针对承压加劲板（报告即将发布）、切割梁端和梁柱顶部节点进行了评估。

长细程度足以发生非弹性屈曲的节点单元仍具有一定强度，对于特定应用可能具有足够的强度。然而，由于 IDEA StatiCa 目前无法准确量化非弹性屈曲强度，此类情况必须予以避免。

剪切屈服与断裂

受剪构件受影响单元和连接构件的可用强度在 AISC 规范第 J4.2 节中定义。该节描述了两种极限状态：剪切屈服和剪切断裂。对于这两种极限状态，IDEA StatiCa 均不按 AISC 规范计算可用强度，而是依靠 5% 塑性应变限值评估节点强度是否满足要求。

在拉伸状态下，IDEA StatiCa 采用的应力-应变关系在屈服前为线性，刚度等于弹性模量，屈服后仍为线性，刚度等于弹性模量的千分之一。拉伸屈服发生在钢材规定最小屈服应力 F_y，对于 LRFD 乘以 0.9，对于 ASD 除以 1.67。IDEA StatiCa 采用 von Mises 屈服准则确定多轴应力状态下屈服的起始点。根据 von Mises 屈服准则，承受纯剪的材料在剪切应力等于屈服应力除以 3 的平方根时发生屈服。3 的平方根的倒数约等于 0.577，近似等于 AISC 规范抗剪强度公式中的 0.6 系数。这一差异，或当单元并非严格处于纯剪状态时的类似差异，可能导致 IDEA StatiCa 与传统计算之间存在差异。少量应变硬化也可能导致差异，如拉伸屈服条目所述。

差异还可能源于 AISC 规范第 J4.2 节中剪切屈服的抗力系数定义为 1.00，安全系数定义为 1.50。IDEA StatiCa 不采用这些系数，而是根据典型屈服抗力系数和安全系数，对于 LRFD 将屈服点折减 0.9，对于 ASD 除以 1.67。

剪切断裂极限状态还存在其他差异。如拉伸断裂极限状态所述，IDEA StatiCa 不采用钢材抗拉强度 F_u，也不采用剪切断裂的抗力系数或安全系数。同样，拉伸屈服点对于 LRFD 取 0.9F_y，对于 ASD 取 F_y/1.67。这些差异的结果取决于材料强度比值。此外，在螺栓节点中，承受剪力的净面积通常通过螺栓中心线。IDEA StatiCa 在极限点处的塑性应变分布可能有所不同，如本文中单板抗剪节点所示。

以下图所示两个梁拼接节点为例，说明 AISC 规范公式与 IDEA StatiCa 之间差异的综合结果。两个节点均由两根 A992 钢 W27×94 梁通过腹板两侧拼接板连接。拼接板厚 3/8 in.，采用 A36 钢。

焊接节点由拼接板的剪切屈服控制。钢板设计强度为 ϕR_n = ϕ0.6F_yA_gv = (1.0)0.6(36 ksi)(2 × 3/8 in. × 16 in.) = 259 kips。在 IDEA StatiCa 中，拼接板在剪切荷载 236 kips 时达到 5% 塑性应变。强度差异主要源于 AISC 规范公式采用 ϕ = 1.0，而 IDEA StatiCa 对屈服应力折减 0.9。

螺栓节点由拼接板的剪切断裂控制。钢板设计强度为 ϕR_n = 210 kips。在 IDEA StatiCa 中，拼接板在剪切荷载 213 kips 时达到 5% 塑性应变，与按 AISC 规范计算的设计强度几乎相同，表明各差异相互抵消，设计结果安全。

组合作用下的屈服

构件和连接构件通常同时承受多种作用，包括轴力、弯矩、剪力和扭矩。AISC 规范第 J4 节未对承受组合作用的连接构件提出具体要求。然而，AISC 手册第 9 部分描述了评估承受组合作用连接构件的几种方法。一种方法是叠加基于弹性梁理论计算的应力，并采用初始屈服准则。另一种方法是采用近似塑性强度极限的相关方程。适用于面内荷载作用下矩形构件的一个此类方程为 AISC 手册公式 9-1。

\[ \frac{M_r}{M_c} + \left ( \frac{P_r}{P_c} \right )^2 + \left ( \frac{V_r}{V_c} \right )^4 \le 1.0 \]

其中 M_r、P_r 和 V_r 分别为所需弯曲、轴向和剪切强度；M_c、P_c 和 V_c 分别为可用弯曲、轴向和剪切强度。

Dowswell（2015）提出了适用于面内和面外荷载作用下矩形构件的更通用方程。

\[ \left ( \frac{P_r}{P_c} \right )^2 + \left ( \frac{T_r}{T_c} \right )^2 + \left ( \frac{V_r}{V_c} \right )^4 + \left ( \left ( \frac{M_{rx}}{M_{cx}} \right )^{1.7} + \left ( \frac{M_{ry}}{M_{cy}} \right )^{1.7} \right )^{0.59} \le 1.0 \]

其中 T_r、M_rx 和 M_ry 分别为所需扭转、强轴弯曲和弱轴弯曲强度；T_c、M_cx 和 M_cy 分别为可用扭转、强轴弯曲和弱轴弯曲强度。

在 IDEA StatiCa 中，连接构件采用壳有限单元建模，并赋予采用 von Mises 屈服准则的多轴塑性材料模型（AISC 手册第 9 部分也描述了 von Mises 屈服准则的应用）。随着模型中荷载的施加，各壳单元经历一般应力状态，并采用该准则判断是否发生屈服。若发生屈服，材料刚度降低至初始刚度的 1/1000，分析继续进行。

为说明相关方程与 IDEA StatiCa 计算强度之间的差异，以下图所示节点为例。中间"测试"板厚 1 in.，高 6 in.，长 10 in.，采用 A36 钢。连接板和空心截面构件均选取强度高、刚度大的规格。对测试板施加双轴荷载（包括轴向拉力以及绕强轴和弱轴的弯矩）进行分析，以确定最大允许施加荷载（即导致测试板 5% 塑性应变的荷载）。在这些分析中，规范设置中关闭了几何非线性（GMNA）选项。此外，为创建更精细的网格并更准确地捕捉应力分布，单元最大尺寸改为 0.25 in.，最小尺寸改为 0.10 in.。

IDEA StatiCa 分析结果如下图所示。图中同时给出了基于 Dowswell（2015）方程的相关图。计算相关图所用可用强度为 P_c = ϕP_n = 194.4 kips，M_cx = ϕM_nx = 24.3 kip-ft，M_cy = ϕM_ny = 4.05 kip-ft。IDEA StatiCa 结果与相关方程结果之间存在差异，包括仅施加单一作用时的情况。单一作用下差异的原因详见弯曲屈服和拉伸屈服条目。IDEA StatiCa 与组合作用近似方程之间的差异更大，但 IDEA StatiCa 结果显示出明显的相关效应。

块剪断裂

块剪断裂是一种拉剪组合破坏，即一块材料从构件或连接构件上撕裂脱落。块剪断裂极限状态的可用强度在 AISC 规范第 J4.3 节中定义。与拉伸断裂极限状态类似，块剪断裂极限状态在 IDEA StatiCa 中不直接评估，而是通过将任何构件的塑性应变限制在最大 5%（用户可更改此限值）来捕捉。传统计算与 IDEA StatiCa 之间的主要差异源于 IDEA StatiCa 所采用的应力-应变关系。仅包含极少量的屈服后硬化（即应力不会达到 F_u），且对于 LRFD，屈服应力折减 0.9（即非块剪断裂规定的 ϕ = 0.75）。

螺栓节点块剪断裂极限状态的传统计算与 IDEA StatiCa 对比见本文。对比结果表明，在某些情况下，IDEA StatiCa 的强度可能高于 AISC 规范的计算值，尤其是当抗拉强度与屈服强度之比（F_u/F_y）相对较低时。然而，研究人员已发现 AISC 规范的规定与试验结果相比可能偏保守。与加拿大标准（CSA S16）及研究人员提出的替代设计公式相比，IDEA StatiCa 的块剪断裂强度被认为是准确或偏保守的。

IDEA StatiCa 中块剪断裂极限状态的强度可能因螺栓的剪力传递方式而异。在 IDEA StatiCa 中，抗滑移临界节点的力在更大面积范围内从一块板传递到另一块板，而承压型节点则不然。较大的传力分布范围虽然在物理上代表了摩擦传力方式，但可能导致不同的块剪断裂破坏路径和强度提高。对于大多数节点，抗滑移强度低于块剪断裂强度。然而，由于抗滑移临界节点除滑移外还须按承压型节点的极限状态进行设计（AISC 规范第 J3.9 节），建议在 IDEA StatiCa 中对抗滑移临界节点进行两次分析：一次作为抗滑移临界节点（即剪力传递方式设为"摩擦"），另一次作为承压型节点（即剪力传递方式设为"承压——拉剪相互作用"）。

为说明这一效应，以下图所示 W14x99（A992）受拉构件与两块板之间的节点为例。该节点采用 4 个直径 1 in. 的 A490 螺栓，标准孔，B 类接触面。该节点滑移极限状态的设计强度为 \(\phi R_n = 289\textrm{ kips}\)，但块剪断裂控制节点强度，设计强度为 \(\phi R_n = 148 \textrm{ kips}\)。在 IDEA StatiCa 中建模，当螺栓剪力传递方式设为"摩擦"时，在螺栓承载比达到 100% 之前，可施加最大 263 kips 的荷载。该强度与滑移极限状态 289 kips 设计强度之间的差异，是因为模型中螺栓产生拉力，且在 IDEA StatiCa 中被保守地视为外加拉力。在 263 kips 外加拉力且采用"摩擦"螺栓时，腹板塑性应变为 3.5%，低于 5% 限值。当螺栓剪力传递方式设为"承压——拉剪相互作用"时，最大施加荷载降至 183 kips，由腹板塑性应变控制。该强度与块剪断裂极限状态 148 kips 设计强度之间的差异，主要源于 AISC 规范块剪断裂公式的保守性，如本文所述。根据加拿大标准（CSA S16），该节点块剪断裂极限状态的设计强度为 181 kips，与 IDEA StatiCa 的结果近似相等。下图展示了各剪力传递方式下最大施加荷载时腹板的塑性应变分布。塑性应变分布明显不同，清晰地展示了 IDEA StatiCa 中"摩擦"螺栓更大的传力分布范围。更多讨论见滑移条目。

弯曲屈服

弯曲屈服的标称强度在 AISC 规范（2022）第 F 章（受弯构件）和第 J4.5 节（连接构件）中定义。弯曲屈服极限状态的标称强度通常取规定最小屈服应力 F_y 乘以塑性截面模量 Z。在 IDEA StatiCa 中，不采用所需强度不超过可用强度的方式（如 M_u ≤ ϕM_n），而是将构件和连接构件采用壳单元建模，并赋予由线弹性段和线性塑性段组成的非线性应力-应变关系，塑性应变限制在 5%。

将构件和连接构件建模为壳单元会对实际几何形状有所简化。例如，壳单元仅表示矩形组件，因此忽略了圆角。此外，由于壳单元在位于厚度中心的节点处连接，截面组件交汇处存在一定重叠。下图展示了宽翼缘截面的简化方式。

IDEA StatiCa 中宽翼缘截面的建模方式

对于 W24x176，AISC 钢结构施工手册（2023）表 1-1 中列出的强轴（x 轴）塑性截面模量为 511 in.³。由壳单元组成的截面（截面尺寸取自 AISC 手册表 1-1）绕强轴的塑性截面模量计算如下：

\[\frac{t_w(d-t_f)^2}{4}+2b_f t_f \left ( \frac{d-t_f}{2} \right ) = \frac{0.75 \textrm{ in.}(25.2 \textrm{ in.}-1.34\textrm{ in.})^2}{4}+2(12.9\textrm{ in.}) (1.34\textrm{ in.}) \left ( \frac{25.2\textrm{ in.}-1.34\textrm{ in.}}{2} \right ) = 519.2 \textrm{ in.}^3\]

该值比 AISC 手册表中列出的塑性截面模量大 1.6%。

IDEA StatiCa 中塑性应变限值处的应力分布也将与计算 M_p 所用的理想化应力分布有所不同。与理想化应力分布不同，由于塑性应变限值在有限曲率处达到，中性轴附近的应力将低于 F_y。此外，由于 IDEA StatiCa 的应力-应变关系中假定了少量屈服后硬化，截面极端纤维处的应力将大于 F_y。

上述细微差异的综合影响可通过两根 W24x176（ASTM A992）钢截面之间的简单拼接节点加以观察。拼接采用对接焊缝（如 CJP），并承受强轴弯矩。按 AISC 规范（2022），抗力系数 ϕ = 0.9 时宽翼缘截面的设计强度为 0.9 × 50 ksi × 511 in.³ = 1916.3 kip-ft。IDEA StatiCa（23.0 版本）中该节点可施加的最大弯矩为 2000.7 kip-ft，比按 AISC 规范计算的设计强度高 4.4%。极限处的塑性应变分布如下图所示。如预期所示，上下翼缘已屈服，但中性轴处腹板仍处于弹性状态。

W24x176 受弯构件在 5% 塑性应变限值处的塑性应变分布

施加弯矩与最大塑性应变的关系如下图所示。采用 AISC 手册塑性截面模量计算的设计弯曲强度以 ϕM_p（手册）表示。采用上述基于 IDEA StatiCa 截面表示方式计算的塑性截面模量所得设计弯曲强度以 ϕM_p（IDEA）表示。

W24x176 受弯构件的施加弯矩与塑性应变关系

对于宽翼缘梁，大部分弯曲抗力由壳单元的面内行为提供。壳单元的面外行为可通过板弯曲研究加以评估。

对于宽度 b = 10 in.、厚度 t = 0.5 in. 的板件（ASTM A36，F_y = 36 ksi），面外弯曲的塑性截面模量计算为 Z = bt²/4 = 0.625 in.³，抗力系数 ϕ = 0.9 时的设计强度 ϕM_p 计算为 0.9 × 36 ksi × 0.625 in.³ = 20.25 kip-in.。上述针对宽翼缘截面的几何简化不适用于简单矩形板，但应力分布的差异依然存在。IDEA StatiCa（23.0 版本）中该板件可施加的最大弯矩为 19.66 kip-in.，比按 AISC 规范计算的设计强度低 2.9%。板件在弱轴弯曲下的塑性应变分布以及施加弯矩与塑性应变的关系图如下图所示。

板件面外弯曲在 5% 塑性应变限值处的塑性应变分布

弱轴弯曲板件的施加弯矩与塑性应变关系

弯曲断裂

弯曲断裂是 AISC 规范第 J4.5 节中针对受弯构件受影响单元和连接构件所识别的极限状态之一。当弯矩施加于存在材料去除（如螺栓孔）的截面时，可能发生弯曲断裂。AISC 规范第 J 章未定义弯曲断裂极限状态的可用强度。AISC 规范第 F13.1 节针对受拉翼缘存在螺栓孔的构件弯曲断裂进行了规定，AISC 手册第 9 部分提供了受影响单元和连接构件弯曲断裂的设计指导。具体而言，AISC 手册公式 9-8 将弯曲断裂的标称强度定义为规定最小抗拉强度与受影响单元或连接构件净塑性截面模量的乘积。AISC 手册进一步将弯曲断裂的抗力系数定义为 \(\phi=0.75\)，安全系数定义为 \(\Omega = 2.00\)。

与拉伸断裂极限状态类似，IDEA StatiCa 不评估弯曲断裂的强度公式，而是采用塑性应变限值评估弯曲断裂极限状态。因此，与拉伸断裂类似，差异源于以下原因：IDEA StatiCa 所用应力-应变关系在屈服后应变硬化极小，而设计公式采用材料抗拉强度；以及 IDEA StatiCa 对屈服应力折减 0.9（LRFD），而弯曲断裂采用抗力系数 0.75。弯曲断裂特有的额外差异源于设计公式采用塑性截面模量（假设拉压应力均匀分布），而 IDEA StatiCa 中的应力为分析结果，不一定均匀分布。

为考察这些差异的综合效果，以 Mohr 和 Murray（2008）测试的拼接板为例。他们共测试了 14 个试件；本文研究第一系列中三种不同螺栓布置的六个试验。钢板安装在两根 W27x84 梁之间，整个组件在四点弯曲下加载，使钢板承受纯弯曲。每竖排 7 个螺栓的最大板件尺寸如下图所示。每竖排 5 个和 3 个螺栓的试验也采用类似尺寸进行。钢板实测屈服强度 F_y = 49.5 ksi，实测抗拉强度 F_u = 72.1 ksi，实测厚度 t = 0.370 in.。

按 AISC 规范弯曲屈服极限状态和 AISC 手册弯曲断裂极限状态计算钢板的设计强度 \(\phi M_n\)。计算中采用实测材料和几何性能，并计入抗力系数。三种节点的 IDEA StatiCa 模型也采用钢板的实测材料和几何性能建立，抗力系数保持默认值。梁和螺栓的性能从标称值提高，以确保破坏模式与试验一致。IDEA StatiCa 的最大允许施加弯矩 M_IDEA 通过迭代确定。计算结果与试验强度 M_exp 一并示于下图。试验强度取每种螺栓布置两个试件报告强度的平均值。图中弯矩为每块板的弯矩，注意每个试件有两块板，分别位于梁的两侧。

在物理试验中，所有试件均发生弯曲断裂破坏。弯曲断裂也控制钢板的弯矩强度，因为 \(\phi M_{n,rupture} < \phi M_{n,yield}\)。然而，IDEA StatiCa 并不明确区分这两种极限状态，两者均采用 5% 塑性应变限值进行评估。每竖排 7 个和 3 个螺栓情况下，最大允许施加荷载时钢板的塑性应变如下图所示。

对于这些情况，IDEA StatiCa 的最大允许施加弯矩 M_IDEA 约比 \(\phi M_{n,rupture}\) 大 5%，与 AISC 手册公式相比略偏非保守。然而，M_IDEA 约比 M_exp 低 20%。虽然由于试验结果未施加折减系数，预期 M_IDEA 小于 M_exp，但该差异表明存在一定的安全裕度。

混凝土压碎

在柱脚处，混凝土基础上产生承压应力。AISC 规范（2022）第 J8 节提供了混凝土压碎极限状态的混凝土强度公式，与 ACI 318（ACI 2019）中的等效规定相同。强度取决于钢材在混凝土支承上的承压面积、混凝土支承的几何形状以及混凝土规定抗压强度。

IDEA StatiCa 采用上述规定评估混凝土压碎。然而，由于底层分析方法的差异，IDEA StatiCa 与传统手算在评估混凝土压碎时存在一些差异。在手算中，通常假设承压应力在接触面上均匀分布。在 IDEA StatiCa 中，混凝土基础的刚度、柱脚的刚度以及接触均被显式建模，从而得到更符合物理实际的非均匀承压应力分布。IDEA StatiCa 中的承压面积计算为与混凝土接触且承压应力大于截止值的钢材面积（应力截止值定义为峰值承压应力的比值，该比值可在规范设置中选择）。这可能导致承压面积形状相对复杂，如下图所示。尽管如此，仍需计算总承压力、承压面积以及混凝土支承中的几何相似面积，以用于规范公式。

同心受载底板节点钢-混凝土界面处混凝土应力的三维视图（左）和平面视图（右）。承压面积边界（AISC 规范第 J8 节中的 A₁）在平面视图中以实黑线表示。注意沿应力等值线和锚栓孔分布的不规则形状。混凝土支承面（AISC 规范第 J8 节中的 A₂）以平面视图中的阴影区域表示，同样呈不规则形状。

更多信息见以下文章：

翼缘局部弯曲

翼缘局部弯曲是适用于垂直于宽翼缘截面及类似组合截面翼缘施加集中力的极限状态之一，仅适用于拉伸集中力。翼缘局部弯曲极限状态的标称强度在 AISC 规范（2022）第 J10.1 节中定义。

如第 J10.1 节注释所述，翼缘局部弯曲极限状态最初旨在防止因翼缘变形导致受力不均而引起的焊缝过早断裂。然而，较新的试验表明，当超过翼缘局部弯曲强度时并不会发生焊缝断裂，翼缘局部弯曲强度代表的是翼缘变形可能导致翼缘过早局部屈曲或对构件其他性能产生不利影响的下限值。注释进一步指出，虽然翼缘变形也可能在压缩力作用下发生，但 AISC 规范不要求对压缩力进行翼缘局部弯曲校核，因为惯例上仅对拉伸力进行该校核。

如上图所示，IDEA StatiCa 中对不均匀应力分布和翼缘变形均进行了显式建模。每段焊缝独立进行强度校核。上图所示情况已在 IDEA StatiCa 焊缝模型的标定及后续验证与核查中进行了研究。然而，对于 HSS 以外的截面，翼缘局部变形不与限值进行比较，其对构件性能的影响不予评估，且其量值无法直接从模型中获取。因此，翼缘局部弯曲极限状态在 IDEA StatiCa 中不予评估。当翼缘局部弯曲控制传统计算时，IDEA StatiCa 可能得到显著偏高的强度。当翼缘变形值得关注时，建议在 IDEA StatiCa 之外单独评估翼缘局部弯曲极限状态。

需注意，螺栓节点中翼缘的弯曲屈服被视为独立的极限状态。在传统计算中，可用强度通常采用屈服线理论确定，如 Dowswell（2011）针对一般节点或 Eatherton 和 Murray（2023）针对端板弯矩节点所述。IDEA StatiCa 通过对翼缘的显式建模捕捉该极限状态，如下图所示。

腹板局部屈服

腹板局部屈服是适用于垂直于宽翼缘截面及类似组合截面翼缘施加集中力的极限状态之一。AISC 规范第 J10.2 节中腹板局部屈服的标称强度公式基于腹板在承压长度加上力通过翼缘假定扩散范围内的屈服。虽然 IDEA StatiCa 中对腹板屈服进行了显式建模，但设计公式的若干特征未予体现。公式假设力通过翼缘和轧制截面圆角以 2.5:1 的应力梯度扩散。在 IDEA StatiCa 中，翼缘采用壳单元建模，圆角被忽略，因此力的扩散主要取决于翼缘与腹板之间的约束。AISC 规范第 J10.2 节根据集中力距构件端部的距离提供了两个不同的腹板局部屈服公式。在 IDEA StatiCa 中，靠近构件端部导致的强度折减通过直接建模构件来捕捉。腹板局部屈服极限状态的抗力系数 ϕ = 1.00，安全系数 Ω = 1.50。IDEA StatiCa 不采用这些系数，而是根据典型屈服抗力系数和安全系数，对于 LRFD 将屈服点折减 0.9，对于 ASD 除以 1.67。

这些差异的综合效果已针对梁柱顶部节点在本文中以及一般集中力情况在本报告中进行了研究。

腹板压缩屈曲

腹板压缩屈曲是适用于垂直于宽翼缘截面及类似组合截面翼缘施加集中力的极限状态之一，适用于一对集中力在构件同一位置沿长度方向从两侧翼缘压缩腹板的情况。AISC 规范第 J10.5 节提供了腹板压缩屈曲标称强度公式，该公式基于承受等值反向集中力的简支板的弹性屈曲强度。

在 IDEA StatiCa 中，腹板压缩屈曲的设计可通过确保弹性临界屈曲荷载足够大来实现（见压缩屈服与屈曲条目中的讨论）。通过与含缺陷的几何和材料非线性分析（GMNIA）对比，确定弹性临界屈曲荷载比值 3 为适当的下限值。

腹板节点域剪切屈服

宽翼缘截面及类似组合截面节点域剪切屈服极限状态的可用强度在 AISC 规范第 J10.6 节中定义。该节提供了四个不同的标称强度公式：一对公式适用于分析中未考虑非弹性节点域变形对框架稳定性影响的情况，另一对适用于已考虑该影响的情况。第一对公式将节点域行为限制在弹性范围内。第二对公式提供更高的强度，但需要节点域发生塑性变形才能实现。附加变形可能显著增大整体框架变形和二阶效应。若构件和节点所需强度的计算中未考虑非弹性节点域变形的可能性，则 AISC 规范第 J10.6 节要求将节点域行为限制在弹性范围内。

在 IDEA StatiCa 中，节点域剪切屈服通过非线性壳单元显式建模，并以塑性应变限值加以控制。节点域剪切屈服极限状态已针对外伸端板弯矩节点在本文中以及螺栓翼缘板弯矩节点在本文中进行了研究。采用默认 5% 塑性应变限值时，IDEA StatiCa 的强度超过 AISC 规范中未考虑非弹性节点域变形对框架稳定性影响情况下的强度。然而，在 IDEA StatiCa 中将塑性应变限值降低至较小值（如 0.1%）可强制实现基本弹性行为，所得强度与 AISC 规范中未考虑非弹性节点域变形对框架稳定性影响情况下的公式结果吻合良好。

结构工程师应了解在确定所需强度的分析（即非 IDEA StatiCa 分析）中是否考虑了非弹性节点域变形对框架稳定性的影响。若未考虑，则应将节点域行为限制为基本弹性。

HSS 构件节点

AISC 规范（2022）第 K 章在第 J 章规定之外，包含适用于 HSS 构件及行为类似 HSS 构件的箱形截面节点的附加要求。第 K 章按节点类型组织，相关要求通常附有适用范围限制。然而，第 K 章并不禁止采用其他构造形式或超出适用范围限制的节点。

第 K 章表格中描述的极限状态在 IDEA StatiCa 中通过显式建模和 5% 塑性应变限值进行评估。第 K1 节定义的参数效应，包括矩形 HSS 节点考虑不均匀应力分布的有效宽度、弦杆应力相互作用参数以及端距，也均进行了显式建模。为提高精度，当空心截面用作承压构件时，模型默认包含几何非线性。

第 K 章注释指出："当采用非弹性有限元分析时，在标称承载力处，厚壳（T × T × T）单元中的峰值应变不应超过 0.02/T，其中 T 为以英寸为单位的厚度。"忽略应变与塑性应变之间的差异，当厚度小于 0.4 in. 时，该建议的限值大于 IDEA StatiCa 采用的 5%。虽然注释建议的应变限值对较厚管材比 IDEA StatiCa 默认限值更为严格，但 5% 塑性应变限值作为强度设计的可接受限值已获得更广泛认可，包括钢管研究所的认可。

第 K 章仅基于强度极限状态。因此，满足第 K 章要求的节点可能发生较大变形。尽管如此，IDEA StatiCa 根据其他标准的要求，对 HSS 构件的局部面外变形进行校核，限值为截面最小横向尺寸（即直径或宽度）的 3%。

由于第 K 章的规定主要基于国际研究和国际委员会的工作，针对其他标准的验证通常对美国工程实践具有参考价值。IDEA StatiCa 网站提供了多项 HSS 构件节点的验证研究，包括矩形空心截面之间的节点、圆形空心截面之间的节点、板与矩形空心截面之间的节点以及板与圆形空心截面之间的节点。

设计考量与要求

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    "value": "<p>根据 AISC 规范进行强度设计时，可采用荷载与抗力系数设计法（LRFD）或容许强度设计法（ASD）。尽管这两种方法的所需强度和可用强度不同，但名义强度相同，最终设计结果应相近甚至相同。</p>\n<table><tbody>\n  <tr><td><br></td><td>强度准则</td><td>所需强度</td><td>可用强度</td><td>名义强度</td></tr>\n  <tr><td>LRFD</td><td>\\(R_u \\le \\phi R_n\\)</td><td><em>R</em><em><sub>u</sub></em> 采用 LRFD 荷载组合计算（例如，1.2<em>D</em> + 1.6<em>L</em> + 0.5<em>L</em><em><sub>r</sub></em>）</td><td>\\(\\phi\\)<em>R</em><em><sub>n</sub></em> 也称为设计强度（\\(\\phi\\) 为抗力系数）</td><td><em>R</em><em><sub>n</sub></em></td></tr>\n  <tr><td>ASD</td><td>\\(R_a \\le R_n/\\Omega\\)</td><td><em>R</em><em><sub>a</sub></em> 采用 ASD 荷载组合计算（例如，<em>D</em> + <em>L</em>）</td><td><em>R</em><em><sub>n</sub></em>/Ω 也称为容许强度（Ω 为安全系数）</td><td><em>R</em><em><sub>n</sub></em></td></tr>\n</tbody></table>\n<p><br></p>\n<p>由于 LRFD 荷载组合中的荷载系数较大，LRFD 的所需强度大于 ASD。当采用非线性分析计算所需强度时，若非线性程度取决于荷载水平，所需强度也可能存在差异。为在稳定性设计中加以补偿，AISC 规范要求所有与荷载相关的效应均应在对应于 LRFD 荷载组合或 1.6 倍 ASD 荷载组合的荷载水平下计算。IDEA StatiCa 采用不同的方法。在 IDEA StatiCa 中，壳单元的屈服应力对于 LRFD 取 0.9<em>F</em><em><sub>y</sub></em>，对于 ASD 取 <em>F</em><em><sub>y</sub></em>/1.67，其中 0.9 和 1.67 分别对应屈服极限状态的典型抗力系数和安全系数。在大多数情况下，这使得 LRFD 的最大允许施加荷载比 ASD 大 1.5 倍，与 AISC 规范的规定一致。然而，IDEA StatiCa 对 LRFD 和 ASD 均不折减弹性模量。因此，两种方法的刚度与强度之比不同，在设计中会产生一定影响。对于<a href=\"#Compressive_Yielding_and_Buckling\">屈曲</a>，LRFD 与 ASD 的弹性屈曲荷载比极限值不同。此外，当节点刚度影响其强度时（例如<a href=\"#Deformation_Compatibility_in_Long_Connections\">长焊接节点</a>），LRFD 与 ASD 之间最大允许施加荷载之比可能偏离 1.5。大多数将 IDEA StatiCa 与 AISC 规范进行比较的验证研究均针对 LRFD 进行。</p>\n<p>IDEA StatiCa 按照 2022 年 AISC 规范中定义的 ASD 条款实施。2022 年 AISC 规范中的 ASD 条款与<a href=\"https://www.aisc.org/publications/historic-standards/\" data-new-window=\"true\" target=\"_blank\" rel=\"noopener noreferrer\">历史标准</a>（如第 9 版 AISC 手册中收录的 1989 年 AISC 规范，通称\"绿皮书\"）有所不同。历史版本的 ASD 条款侧重于弹性行为，与 LRFD 差异较大。现行 ASD 条款与 LRFD 更为一致，包括采用共同的名义强度计算方法。</p>"
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    "value": "<p>在螺栓节点中，连接构件之间的接触会使螺栓拉力超过仅由外加荷载引起的拉力。这种现象称为撬力作用，仅发生在螺栓受拉的节点中。导致螺栓拉力增大的接触是由连接构件的变形引起的。因此，撬力作用是螺栓和连接构件设计中均需考虑的因素。</p>\n<p>螺栓与连接构件的相对刚度和强度决定了其受力行为。若连接构件相对于螺栓较为刚硬，则连接构件将发生变形而不会回弯并产生接触，从而不会出现撬力作用，此时螺栓强度控制设计。若连接构件相对于螺栓较为薄弱，则连接构件将屈服并对螺栓施加撬力，同时也限制了螺栓中的力，此时连接构件强度控制设计。介于两者之间时，螺栓强度与连接构件强度同时控制设计。</p>\n<p>AISC <em>Manual</em> 第9部分提供了设计中考虑撬力作用的指导。AISC <em>Manual</em> 中给出的公式是针对T形件和背靠背角钢等常见情况推导的，并经过试验数据验证。IDEA StatiCa 明确模拟了螺栓和连接构件的刚度与强度，包括<a href=\"#Contact_and_Friction\">接触</a>效应，因此无论具体构造如何，分析均能自然捕捉撬力作用。已针对<a data-item-id=\"dd703a23-7e8f-4b4f-a3ae-e033aae96e1d\" href=\"\">T形件节点</a>对 AISC <em>Manual</em> 公式与 IDEA StatiCa 计算结果进行了对比。此外，还与<a data-item-id=\"e233b4a1-3b39-41e8-8a09-27bd2824eb5e\" href=\"\"><em>螺栓和铆钉连接设计准则指南</em></a>（Kulak 等，1987年）中推荐的撬力作用设计方法进行了类似对比。撬力作用还出现在其他验证算例中，包括<a data-item-id=\"8e3cc707-a648-4b15-a3bc-8eaac72d7325\" href=\"\">支撑节点</a>和<a data-item-id=\"cd36b15e-e4f1-406a-8fe1-bbc9c8202e33\" href=\"\">延伸端板弯矩节点</a>。</p>"
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Widget #NaN: support_center_article

Name: Deformation Compatibility in Long Connections

ID: 3ffd3c44-bdbb-49ae-bbfb-d2b1fc107a59

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    "value": "<p>在长端部受荷节点中，被连接构件之间的伸长量差异在节点两端最大。因此，长端部受荷节点中螺栓和焊缝的应力分布不均匀。由于传统计算中通常假设应力均匀分布，AISC 规范对长端部受荷焊缝的有效长度以及螺栓的名义剪切应力进行了折减。AISC 规范第 J2.2b 节规定了端部受荷角焊缝的有效长度，当焊缝长度超过焊缝尺寸的 100 倍时需进行折减。AISC 规范表 J3.2 中的名义剪切应力值已包含 10% 的折减以考虑长度效应，对于紧固件排列长度大于 38 英寸的端部受荷节点，还需进行额外折减。</p>\n<p>IDEA StatiCa 并不直接实施上述折减，而是对驱动这些折减的底层力学行为进行显式建模。IDEA StatiCa 对螺栓、焊缝及连接构件的刚度进行建模，从而自然呈现螺栓和焊缝中应力的非均匀分布。通过对各螺栓和焊缝段的承载力分别进行评估，所得节点承载力与传统计算结果具有可比性。IDEA StatiCa 与传统计算方法针对长端部受荷节点的详细对比分析，请参见<a data-item-id=\"733a99e4-0146-41ab-8913-808ec37c533c\" href=\"\">本文</a>。</p>"
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Widget #NaN: support_center_article

Name: Deformation Compatibility in Eccentrically Loaded Bolt and Weld Groups

ID: a839e517-f166-4f8c-acb3-c6607ecee99d

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    "value": "偏心受载螺栓群与焊缝群的变形协调"
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    "value": "<p>偏心受载群中的螺栓和焊缝承受直接剪力以及由附加弯矩引起的附加剪力。螺栓或焊缝中的合力应力在大小和方向上因螺栓而异、因焊缝段而异。如 AISC 手册第 7 部分和第 8 部分所述，结构工程师可采用瞬时转动中心法或弹性法对偏心受载螺栓群或焊缝群进行分析。采用瞬时转动中心法的计算通常借助 AISC 手册中提供的表格值完成。</p>\n<p>在 IDEA StatiCa 中，螺栓和焊缝段的需求强度由非线性分析结果确定。每个螺栓和焊缝段均单独建模，并满足平衡条件。可用强度按 AISC 规范确定。</p>\n<p>瞬时转动中心法同样基于非线性分析，但该方法与 IDEA StatiCa 的非线性分析之间存在若干关键差异。在瞬时转动中心法中，连接构件被假定为刚性，而 IDEA StatiCa 并不作此假定。两种方法中螺栓和焊缝的力-变形响应也有所不同。IDEA StatiCa 中螺栓和焊缝所采用的力-变形响应为双线性，详见<a data-item-id=\"d4aa2923-a94a-4c40-8fd8-93608acbf893\" href=\"\">理论背景</a>。</p>\n<p>如本文关于<a data-item-id=\"57dc08ad-b21e-4396-a7f3-c26d13c76f74\" href=\"\">托架板节点</a>的内容所示，上述差异通常导致 IDEA StatiCa 所得强度与传统方法相近或偏低。本文关于<a data-item-id=\"a53317ae-7104-4e68-ba6e-2a0188e002e8\" href=\"\">单板抗剪节点</a>的内容中也对传统计算方法与 IDEA StatiCa 在偏心受载螺栓群方面的结果进行了比较。</p>"
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螺栓与焊缝组合连接

当螺栓和焊缝在同一接触面上共同承担荷载时，强度预测更为困难。与螺栓相比，焊缝延性较低，可能在螺栓充分发挥强度之前发生脆性断裂。AISC 规范第 J1.8 节仅在特定情况下允许将螺栓和焊缝视为共同承担荷载。

根据第 J1.8 节，仅在考虑螺栓与焊缝之间应变协调的同一接触面抗剪节点设计中，才允许将螺栓视为与焊缝共同承担荷载。该节还描述了预拉力高强螺栓与纵向角焊缝组合的情况，允许将标称强度确定为标称抗滑移强度加上标称焊缝强度。螺栓和焊缝各须承担规定比例的荷载，组合节点的抗力系数 ϕ = 0.75 或安全系数 Ω = 2.00。

IDEA StatiCa 中螺栓和焊缝的强度校核相互独立，对螺栓和焊缝共同承担荷载的情况无特殊处理。由于对螺栓、焊缝、构件和连接构件的刚度进行了显式建模，IDEA StatiCa 中始终考虑应变协调。当螺栓和焊缝共同承担荷载时，各自的所需强度基于其相对刚度确定，可用强度按常规方式计算。这对受拉节点同样适用；因此，建议受拉节点不要将螺栓和焊缝建模为共同承担荷载，而仅依赖其中之一。

为说明 AISC 规范第 J1.8 节方法与 IDEA StatiCa 之间的差异，以下图所示承受拉力的板件节点为例。

按 AISC 规范，当节点设计为抗滑移临界时，仅螺栓的设计强度为 ϕR_n = 133 kips（R_n = 133 kips）。仅焊缝的设计强度为 ϕR_n = 290 kips（R_n = 386 kips）。当螺栓和焊缝组合时，由于满足第 J1.8 节允许叠加螺栓和焊缝强度的所有要求，节点总设计强度为 ϕR_n = 0.75 (133 + 386) = 389 kips。

在 IDEA StatiCa 中，仅建模螺栓时最大允许施加拉力为 126 kips，仅建模焊缝时为 277 kips。IDEA StatiCa 螺栓强度与 133 kips 设计强度之间的差异，是因为模型中螺栓产生拉力，且在 IDEA StatiCa 中被保守地视为外加拉力（见滑移条目）。IDEA StatiCa 焊缝强度与 277 kips 设计强度之间的差异，源于 IDEA StatiCa 中焊缝沿长度方向受力不均匀。当螺栓和焊缝均建模时，最大允许施加拉力为 394 kips，螺栓和焊缝均显示 100% 承载比。该值与 AISC 规范强度 389 kips 非常接近。

若假设螺栓为承压型，按 AISC 规范螺栓的设计强度为 ϕR_n = 245 kips。虽然 AISC 规范允许在抗剪节点中将螺栓视为与焊缝共同承担荷载，但未提供当螺栓不满足抗滑移临界节点要求时评估强度的方法。因此，通常将该节点的强度评估为仅焊缝的强度，即 ϕR_n = 290 kips。

在 IDEA StatiCa 中，当螺栓建模为承压型且不建模焊缝时，最大允许施加拉力与 AISC 规范设计强度 245 kips 一致。当螺栓建模为承压型且同时建模焊缝时，最大允许施加拉力为 311 kips，焊缝强度为控制限值。该强度仅比 IDEA StatiCa 中仅焊缝的强度高 12%。增加承压螺栓后强度小幅提升，是因为螺栓刚度低于焊缝，在焊缝达到 100% 承载比之前吸收的荷载较少。

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    "value": "<p>钢材在物理上不能穿过钢材，但这是有限单元法分析中的默认行为。需要定义<a href=\"https://www.ideastatica.com/support-center/general-theoretical-background#Contacts_between_steel_connection_plates\" data-new-window=\"true\" title=\"Contacts in IDEA StatiCa\" target=\"_blank\" rel=\"noopener noreferrer\">接触面</a>以防止材料在变形时发生重叠。面对面接触通过螺栓组操作自动定义。面对面接触也可通过\"螺栓组/接触\"操作进行定义。边对边接触或边对面接触可通过\"通用焊缝或接触\"操作进行定义。</p>\n<p>并非所有潜在的接触面都由 IDEA StatiCa 自动定义。因此，用户需要充分了解节点的预期受力行为，并检查变形形状，以确认节点的建模和行为符合预期。</p>\n<p>如果节点经过专项构造设计且接触面经过精心处理以确保承压接触存在，则承压接触可作为节点中力传递的有效手段（Muir 2015）。由于需要特殊构造措施才能确保承压接触有效，边对边和边对面接触在 IDEA StatiCa 中不会自动定义，但可使用\"通用焊缝或接触\"操作手动定义。<a data-item-id=\"3e64694e-5edd-4f98-ba0c-400fd2ec781b\" href=\"\">螺栓拼接柱</a>是一个典型示例，在构件之间定义边对边接触将减小螺栓的受力需求，从而实现更高效的节点设计。承压接触与柱和底板之间的焊缝结合使用也可提高效率。默认情况下，焊缝不与接触配合定义，因此也需对压力进行校核。<a data-item-id=\"ddfe7eda-4125-461a-b0f1-90de133d5cc6\" href=\"\">将焊缝与接触操作结合使用</a>可以减小焊缝尺寸。焊缝刚度较大，即使与接触结合使用也会吸引荷载，但来自压力的需求很少会超过承载力，即使焊缝尺寸有所减小。</p>\n<p>在 IDEA StatiCa 中，钢对钢接触面处的摩擦力被保守地忽略，但通过摩擦传递剪力的螺栓（即摩擦型螺栓）除外。仅在预拉力螺栓提供夹紧力时才考虑摩擦，这在传统计算中也是常见做法。但由于摩擦的影响，IDEA StatiCa 与传统计算之间的结果可能存在一些差异。例如，AISC Specification Section J3.10 规定了当摩擦型节点承受拉力与剪力共同作用时，应对抗滑承载力施加折减系数。该折减系数基于施加于节点的拉力荷载。IDEA StatiCa 无法量化螺栓中的拉力有多少来自外加荷载，有多少来自其他来源（如撬力）。如果撬力在摩擦型螺栓中引起拉力，则 IDEA StatiCa 中的抗滑承载力将被折减，而传统计算中的抗滑承载力则不会被折减。关于这一差异的详细研究，针对 T 形件节点的情况<a data-item-id=\"dd703a23-7e8f-4b4f-a3ae-e033aae96e1d\" href=\"\">在本文中</a>有所描述。</p>"
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参考文献

AISC (2022), Specification for Structural Steel Buildings，美国钢结构协会，伊利诺伊州芝加哥。

AISC (2023), Steel Construction Manual，第 16^版，美国钢结构协会，伊利诺伊州芝加哥。

Dowswell, B. (2011). "A Yield Line Component Method for Bolted Flange Connections." Engineering Journal, AISC, 48(第二季度), 93–116。

Dowswell, B. (2015). "Plastic Strength of Connection Elements." AISC Engineering Journal, 52(第一季度), 47–66。

Eatherton, M. R., and Murray, T. M. (2023). End-Plate Moment Connections. Design Guide 39，美国钢结构协会，伊利诺伊州芝加哥。

Kulak, G. L., Fisher, J. W., and Struik, J. H. A. (1987). Guide to Design Criteria for Bolted and Riveted Joints, Second Edition. John Wiley & Sons, Inc.

Miazga, G. S., and D. L. Kennedy. (1989), "Behaviour of fillet welds as a function of the angle of loading," Canadian Journal of Civil Engineering, 16 (4): 583–599。

Muir, L. (2015), "Bear It and Grin" Modern Steel Construction, AISC.（12月）。

Mohr, B. A., and Murray, T. M. (2008). "Bending Strength of Steel Bracket and Splice Plates." Engineering Journal, AISC, 45(2), 97–106。

Tavarez, J. (2022), "Are You Properly Specifying Materials?" Modern Steel Construction, AISC.（6月），16-22。

SteelConnection designTheoretical backgroundCBFEMConnection

AISC 极限状态与设计要求目录

This article is also available in

简介

本文档正在持续更新，相关验证与研究工作仍在进行中。

本文内容参考 2022 年版 AISC 规范及第 16^版 AISC 手册。

极限状态

焊缝断裂

AISC 规范包含坡口焊缝、角焊缝以及塞焊和槽焊的相关规定。其中，完全熔透（CJP）坡口焊缝和角焊缝是目前 IDEA StatiCa 中唯一可定义的焊缝类型。

IDEA StatiCa 焊缝结果输出的各试件加载角（从焊缝纵轴量起）列于下表。

几何角 \(\theta\)（度）	IDEA 输出角 \(\theta\)（度）
0	14.7
15	21.1
30	34.0
45	49.1
60	58.8
75	72.6
90	89.9

焊缝母材强度

螺栓剪切与拉伸断裂

螺栓孔承压与撕裂

三螺栓螺栓节点

施加 57.5 kips 荷载的三螺栓螺栓节点

承压（局部压缩屈服）

AISC 规范第 J7 节定义了承压（局部压缩屈服）极限状态的可用强度。这些规定适用于钢构件之间接触的特定情况，但在 IDEA StatiCa 中未予实现。

膨胀滚轴和摇轴无法在 IDEA StatiCa 中建模。销轴已在 IDEA StatiCa 24.0 版本中引入，目前仅支持按欧洲规范进行设计。

滑移

滑移系数 μ 在规范设置中定义。填板系数 h_f 自动确定。

拉伸屈服

拉伸断裂

压缩屈服与屈曲

剪切屈服与断裂

组合作用下的屈服

\[ \frac{M_r}{M_c} + \left ( \frac{P_r}{P_c} \right )^2 + \left ( \frac{V_r}{V_c} \right )^4 \le 1.0 \]

其中 M_r、P_r 和 V_r 分别为所需弯曲、轴向和剪切强度；M_c、P_c 和 V_c 分别为可用弯曲、轴向和剪切强度。

Dowswell（2015）提出了适用于面内和面外荷载作用下矩形构件的更通用方程。

其中 T_r、M_rx 和 M_ry 分别为所需扭转、强轴弯曲和弱轴弯曲强度；T_c、M_cx 和 M_cy 分别为可用扭转、强轴弯曲和弱轴弯曲强度。

块剪断裂

弯曲屈服

IDEA StatiCa 中宽翼缘截面的建模方式

该值比 AISC 手册表中列出的塑性截面模量大 1.6%。

W24x176 受弯构件在 5% 塑性应变限值处的塑性应变分布

W24x176 受弯构件的施加弯矩与塑性应变关系

对于宽翼缘梁，大部分弯曲抗力由壳单元的面内行为提供。壳单元的面外行为可通过板弯曲研究加以评估。

板件面外弯曲在 5% 塑性应变限值处的塑性应变分布

弱轴弯曲板件的施加弯矩与塑性应变关系

弯曲断裂

混凝土压碎

更多信息见以下文章：

翼缘局部弯曲

腹板局部屈服

这些差异的综合效果已针对梁柱顶部节点在本文中以及一般集中力情况在本报告中进行了研究。

腹板压缩屈曲

腹板节点域剪切屈服

HSS 构件节点

设计考量与要求

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    "value": "<p>在螺栓节点中，连接构件之间的接触会使螺栓拉力超过仅由外加荷载引起的拉力。这种现象称为撬力作用，仅发生在螺栓受拉的节点中。导致螺栓拉力增大的接触是由连接构件的变形引起的。因此，撬力作用是螺栓和连接构件设计中均需考虑的因素。</p>\n<p>螺栓与连接构件的相对刚度和强度决定了其受力行为。若连接构件相对于螺栓较为刚硬，则连接构件将发生变形而不会回弯并产生接触，从而不会出现撬力作用，此时螺栓强度控制设计。若连接构件相对于螺栓较为薄弱，则连接构件将屈服并对螺栓施加撬力，同时也限制了螺栓中的力，此时连接构件强度控制设计。介于两者之间时，螺栓强度与连接构件强度同时控制设计。</p>\n<p>AISC <em>Manual</em> 第9部分提供了设计中考虑撬力作用的指导。AISC <em>Manual</em> 中给出的公式是针对T形件和背靠背角钢等常见情况推导的，并经过试验数据验证。IDEA StatiCa 明确模拟了螺栓和连接构件的刚度与强度，包括<a href=\"#Contact_and_Friction\">接触</a>效应，因此无论具体构造如何，分析均能自然捕捉撬力作用。已针对<a data-item-id=\"dd703a23-7e8f-4b4f-a3ae-e033aae96e1d\" href=\"\">T形件节点</a>对 AISC <em>Manual</em> 公式与 IDEA StatiCa 计算结果进行了对比。此外，还与<a data-item-id=\"e233b4a1-3b39-41e8-8a09-27bd2824eb5e\" href=\"\"><em>螺栓和铆钉连接设计准则指南</em></a>（Kulak 等，1987年）中推荐的撬力作用设计方法进行了类似对比。撬力作用还出现在其他验证算例中，包括<a data-item-id=\"8e3cc707-a648-4b15-a3bc-8eaac72d7325\" href=\"\">支撑节点</a>和<a data-item-id=\"cd36b15e-e4f1-406a-8fe1-bbc9c8202e33\" href=\"\">延伸端板弯矩节点</a>。</p>"
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Name: Deformation Compatibility in Long Connections

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    "value": "<p>在长端部受荷节点中，被连接构件之间的伸长量差异在节点两端最大。因此，长端部受荷节点中螺栓和焊缝的应力分布不均匀。由于传统计算中通常假设应力均匀分布，AISC 规范对长端部受荷焊缝的有效长度以及螺栓的名义剪切应力进行了折减。AISC 规范第 J2.2b 节规定了端部受荷角焊缝的有效长度，当焊缝长度超过焊缝尺寸的 100 倍时需进行折减。AISC 规范表 J3.2 中的名义剪切应力值已包含 10% 的折减以考虑长度效应，对于紧固件排列长度大于 38 英寸的端部受荷节点，还需进行额外折减。</p>\n<p>IDEA StatiCa 并不直接实施上述折减，而是对驱动这些折减的底层力学行为进行显式建模。IDEA StatiCa 对螺栓、焊缝及连接构件的刚度进行建模，从而自然呈现螺栓和焊缝中应力的非均匀分布。通过对各螺栓和焊缝段的承载力分别进行评估，所得节点承载力与传统计算结果具有可比性。IDEA StatiCa 与传统计算方法针对长端部受荷节点的详细对比分析，请参见<a data-item-id=\"733a99e4-0146-41ab-8913-808ec37c533c\" href=\"\">本文</a>。</p>"
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Widget #NaN: support_center_article

Name: Deformation Compatibility in Eccentrically Loaded Bolt and Weld Groups

ID: a839e517-f166-4f8c-acb3-c6607ecee99d

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螺栓与焊缝组合连接

为说明 AISC 规范第 J1.8 节方法与 IDEA StatiCa 之间的差异，以下图所示承受拉力的板件节点为例。

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    "value": "<p>钢材在物理上不能穿过钢材，但这是有限单元法分析中的默认行为。需要定义<a href=\"https://www.ideastatica.com/support-center/general-theoretical-background#Contacts_between_steel_connection_plates\" data-new-window=\"true\" title=\"Contacts in IDEA StatiCa\" target=\"_blank\" rel=\"noopener noreferrer\">接触面</a>以防止材料在变形时发生重叠。面对面接触通过螺栓组操作自动定义。面对面接触也可通过\"螺栓组/接触\"操作进行定义。边对边接触或边对面接触可通过\"通用焊缝或接触\"操作进行定义。</p>\n<p>并非所有潜在的接触面都由 IDEA StatiCa 自动定义。因此，用户需要充分了解节点的预期受力行为，并检查变形形状，以确认节点的建模和行为符合预期。</p>\n<p>如果节点经过专项构造设计且接触面经过精心处理以确保承压接触存在，则承压接触可作为节点中力传递的有效手段（Muir 2015）。由于需要特殊构造措施才能确保承压接触有效，边对边和边对面接触在 IDEA StatiCa 中不会自动定义，但可使用\"通用焊缝或接触\"操作手动定义。<a data-item-id=\"3e64694e-5edd-4f98-ba0c-400fd2ec781b\" href=\"\">螺栓拼接柱</a>是一个典型示例，在构件之间定义边对边接触将减小螺栓的受力需求，从而实现更高效的节点设计。承压接触与柱和底板之间的焊缝结合使用也可提高效率。默认情况下，焊缝不与接触配合定义，因此也需对压力进行校核。<a data-item-id=\"ddfe7eda-4125-461a-b0f1-90de133d5cc6\" href=\"\">将焊缝与接触操作结合使用</a>可以减小焊缝尺寸。焊缝刚度较大，即使与接触结合使用也会吸引荷载，但来自压力的需求很少会超过承载力，即使焊缝尺寸有所减小。</p>\n<p>在 IDEA StatiCa 中，钢对钢接触面处的摩擦力被保守地忽略，但通过摩擦传递剪力的螺栓（即摩擦型螺栓）除外。仅在预拉力螺栓提供夹紧力时才考虑摩擦，这在传统计算中也是常见做法。但由于摩擦的影响，IDEA StatiCa 与传统计算之间的结果可能存在一些差异。例如，AISC Specification Section J3.10 规定了当摩擦型节点承受拉力与剪力共同作用时，应对抗滑承载力施加折减系数。该折减系数基于施加于节点的拉力荷载。IDEA StatiCa 无法量化螺栓中的拉力有多少来自外加荷载，有多少来自其他来源（如撬力）。如果撬力在摩擦型螺栓中引起拉力，则 IDEA StatiCa 中的抗滑承载力将被折减，而传统计算中的抗滑承载力则不会被折减。关于这一差异的详细研究，针对 T 形件节点的情况<a data-item-id=\"dd703a23-7e8f-4b4f-a3ae-e033aae96e1d\" href=\"\">在本文中</a>有所描述。</p>"
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Widget #NaN: support_center_article

Name: Fillet Weld Size Requirements

ID: f5b0916e-a765-4ead-b3cd-eee617a26bbd

Show Raw Data

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    "name": "Main headline (H1)",
    "type": "text",
    "value": "角焊缝尺寸要求"
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      {
        "codename": "theoretical_background___aisc___detailing",
        "linkId": "ffe45899-4875-4394-a9b5-bf87455fc52d",
        "urlSlug": "detailing-of-bolts-and-welds-according-to-aisc",
        "type": "support_center_article"
      },
      {
        "codename": "long_bolted_and_welded_connections__aisc_",
        "linkId": "733a99e4-0146-41ab-8913-808ec37c533c",
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        "type": "support_center_article"
      }
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    "name": "Content",
    "type": "rich_text",
    "value": "<p>AISC 规范（2022年）第 J2.2b 节包含角焊缝的限制规定。</p>\n<p>第 J2.2b 节第 (a)-(c) 条规定了角焊缝尺寸和最小长度的几何限制。若在\"规范设置\"中勾选了\"构造要求\"选项，则在计算过程中将对这些限制进行校核。具体校核的限制条件详见<a data-item-id=\"ffe45899-4875-4394-a9b5-bf87455fc52d\" href=\"\">本文</a>。若任一限制条件不满足，焊缝将因构造错误而无法通过规范校核。由于数值精度或舍入误差，接近或处于限值边界的尺寸可能无法按预期进行评估。</p>\n<p>第 J2.2b 节第 (d) 条规定了角焊缝的有效长度，包括对端部受荷长角焊缝的折减。IDEA StatiCa 不计算角焊缝的有效长度，因此不直接采用该条款的规定，但通过对焊缝及被连接材料刚度的显式建模，捕捉了端部受荷角焊缝中非均匀应力分布对承载力的影响。有关该条款的详细研究，请参见<a data-item-id=\"733a99e4-0146-41ab-8913-808ec37c533c\" href=\"\">本文</a>。</p>\n<p>第 J2.2b 节第 (e)-(i) 条规定了 IDEA StatiCa 不进行校核的限制条件，如适用，须由工程师单独评估。</p>"
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Widget #NaN: support_center_article

Name: Design Wall Thickness for HSS

ID: ec2c4425-834f-4ec8-b125-11fceac3ed83

Show Raw Data

{
  "title": {
    "name": "Main headline (H1)",
    "type": "text",
    "value": "设计HSS壁厚"
  },
  "preview_image": {
    "name": "Preview image",
    "type": "asset",
    "value": []
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    "value": "<p>AISC规范（2022年）第B4.2节要求，在空心结构截面（HSS）的强度计算中，壁厚应取设计壁厚<em>t</em>。对于箱形截面以及按照ASTM A1065/A1065M或ASTM A1085/A1085M生产的HSS，设计壁厚等于公称厚度<em>t</em><em><sub>nom</sub></em>。对于规范批准使用的其他标准（包括ASTM A500/A500M），设计壁厚等于公称壁厚的0.93倍（即<em>t</em> = 0.93<em>t</em><em><sub>nom</sub></em>）。ASTM A500 Gr. C是美国矩形和圆形HSS的首选材料规范（Tavarez 2022）。</p>\n<p>IDEA StatiCa不会根据材料自动调整HSS截面的壁厚。因此，用户需要了解此要求，并确保指定正确的厚度。</p>\n<p>在IDEA StatiCa中定义截面时，类别\"HSS (AISC 15.0 - A1085, A1065)\"中的预定义截面壁厚等于公称壁厚，而类别\"HSS (AISC 15.0 - A500, A501, A618, A847)\"中的截面壁厚等于公称壁厚的0.93倍。</p>"
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