QUASI-STATIC TESTING OF CORE-TUBE BOX-COLUMN STEEL FRAMES WITH DOUBLE FLANGED RIGID CONNECTIONS
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摘要: 提出一种箱形柱芯筒式双法兰刚性连接节点平面纯框架及减震框架，设计了两榀5层原型结构，对两榀原型结构试验子结构进行0.7倍缩尺，完成拟动力试验之后继续进行拟静力试验，该文对拟静力试验中两榀框架的滞回性能、各典型部位应变变化、刚度退化及耗能能力等进行对比研究。试验结果表明，当层间位移角为0.005 rad(1/200)时，纯框架和减震框架整体均保持弹性状态，中间柱型摩擦阻尼器开始摩擦耗能，占结构总耗能的71.3%；当层间位移角为钢结构弹塑性位移角限值0.02 rad(1/50)时，两榀试验结构滞回曲线均呈双线性，节点域均无塑性产生，减震框架柱脚塑性发展较纯框架更小；当层间位移角为0.04 rad(1/25)时，滞回曲线均更为饱满，节点域仍无塑性产生，纯框架柱脚屈曲更为明显。拟静力试验中两榀框架连接节点可靠，中间柱型摩擦阻尼器通过摩擦耗能，有效延缓减震框架主体结构塑性发展，减震框架结构刚度、耗能能力、抗震性能优于纯框架。
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关键词:
- 箱形柱 /
- 芯筒式双法兰刚性连接节点 /
- 平面框架 /
- 拟静力试验 /
- 中间柱型摩擦阻尼器
Abstract: This paper proposes two types of box-column steel frames with double flanged rigid connections, namely, the plane core-tube frame and the damped core-tube frame. Correspondingly, two prototypes of 5-story structures were designed. Quasi-static testing on 0.7-scale subsystems was conducted following a pseudo-dynamic test of the subsystems. Structural properties including the hysteretic performance, strain variations of typical members, degradation of structural stiffness, energy dissipation are analyzed and compared. The results indicate that both frames remain elastic while the intermediate columns with friction dampers consume 71.3% of the dissipated energy in the building at the stage of 0.005 rad. (1/200) interfloor drift. As the drift reaches the threshold of 0.02 rad. (1/50) of the elastoplastic angles of steel structures, the hysteretic curves of the two substructures are bilinear. The panel zones of the connections remain elastic. Plasticity of a column base of the damped frame develops more slowly than that of the plane frame. As the drift ratio goes to 0.04 rad. (1/25), the areas of the hysteretic curves are enlarged without plastic deformation in the panel zones. The base buckling of the plane frame is severer than that of the damped frame. The connections of the two frames are reliable. The intermediate column with friction dampers effectively restrains the plasticity development in the damped frame through frictional energy dissipation in the quasi-static test. The stiffness, energy-dissipation capacity and seismic performance of the damped frame are much better than those of the plane frame. -
图 1 芯筒式双法兰刚性连接节点构造
Figure 1. Construction details of double flange rigid connection with core-tube
图 3 芯筒式双法兰刚性连接节点纯框架构造详图 /mm
Figure 3. Details of flanged rigid connection with core-tube
图 4 芯筒式双法兰刚性连接节点减震框架构造详图 /mm
Figure 4. Details of damping frame flanged rigid connection with core-tube
图 9 柱座螺栓测点布置
Figure 9. Arrangement of measuring points for high-strength bolts at column base
图 10 摩擦阻尼器耗能螺栓测点布置
Figure 10. Arrangement of measuring points for high-strength bolts on friction damper
图 11 减震框架电阻位移计布置示意图
Figure 11. Layout of resistance displacement parameter in damped frame
图 14 层间位移角为0.04 rad(1/25)时结构整体照片
Figure 14. Test photograph of test structure for inter-story drift ratio of 0.04 rad (1/25)
图 15 不同层间位移角下两榀框架标准柱座节点试验照片
Figure 15. Test photos of standard column base joints of both frames under different inter-story drifts
图 16 不同层间位移角下两榀框架柱脚试验照片
Figure 16. Test photograph of column base of both frames under different inter-story drifts
图 17 低周往复荷载下试验结构滞回曲线
Figure 17. Hysteresis loops of test structure under low-cycle loading
图 19 低周往复荷载下试验结构骨架曲线
Figure 19. Skeleton curve of test structure under low-cycle loading
图 24 高强螺栓预拉力最大损失变化对比
Figure 24. Preload variation of high-strength bolts under various loadings
图 27 0.003 75 rad(1/267)时中间柱型摩擦阻尼器滑移情况
Figure 27. Slippage of middle column friction damper when displacement angle is 0.003 75 rad (1/267)
图 28 0.005 rad(1/200)时中间柱型摩擦阻尼器滑移情况
Figure 28. Slippage of middle column friction damper when displacement angle is 0.005 rad (1/200)
图 29 0.01 rad(1/100)时中间柱型摩擦阻尼器滑移情况
Figure 29. Slippage of middle column friction damper when displacement angle is 0.01 rad (1/100)
图 30 0.02 rad(1/50)时中间柱型摩擦阻尼器滑移情况
Figure 30. Slippage of middle column friction damper when displacement angle is 0.02 rad (1/50)
图 31 0.03 rad(1/33)时中间柱型摩擦阻尼器滑移情况
Figure 31. Slippage of middle column friction damper when displacement angle is 0.03 rad (1/33)
图 32 0.04 rad(1/25)时中间柱型摩擦阻尼器滑移情况
Figure 32. Slippage of middle column friction damper when displacement angle is 0.04 rad (1/25)
表 1 原型结构主要构件尺寸
Table 1. Dimensions of prototypestructural components
主要构件 构件尺寸/mm 边跨框架梁 H600×300×18×22 中跨框架梁 H500×300×18×22 框架柱 □500×500×25 法兰板厚 28 框架梁剪切板厚 14 框架梁翼缘盖板厚 18 法兰、梁腹板及翼缘螺栓 10.9级M24 
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表 2 试验结构主要构件尺寸
Table 2. Dimensions of test structural components
框架 杆件截面 构件尺寸/mm 芯筒式双法兰刚性
连接节点纯框架框架梁 H340×250×12×14 框架梁剪切板 330×290×12 梁翼缘外侧盖板 470×250×10 梁翼缘内侧盖板 470×100×10 框架柱 □300×300×14 芯筒板 825×114×14 法兰板 450×450×14 芯筒式双法兰刚性
连接节点减震框架框架梁 H340×250×12×14 框架梁剪切板 330×290×12 梁翼缘外侧盖板 470×250×10 梁翼缘内侧盖板 470×100×10 框架柱 □300×300×14 芯筒板 825×114×14 加腋板 310×250×14 中间柱 H300×240×12×14 法兰板螺栓 10.9S级 M24 梁腹板及翼缘螺栓 10.9S级 M20 阻尼耗能装置螺栓 10.9s级 M16
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表 3 标准板状试样拉伸试验数据
Table 3. Material properties of standard plate coupons
厚度/
mm屈服强度/
(N·mm−2)抗拉强度/
(N·mm−2)弹性模量/
(×105 N·mm−2)10 432.8 559.0 2.05 12 451.4 574.5 2.06 14 377.3 494.9 2.08 20 339.6 545.9 2.13
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表 4 等效粘滞阻尼系数、各加载级耗能比、累积耗能比
Table 4. Equivalent viscous damping coefficient, energy dissipating ratio and accumulated energy dissipating ratio at various loading stages
指标 试验结构 等效粘滞
阻尼系数各加载级
耗能比/(%)累积耗能比/(%) 纯框架 减震框架 纯框架 减震框架 纯框架 减震框架 层间
位移角/
rad0.003 75 0.024 0.017 0.07 0.08 0.07 0.08 0.005 00 0.032 0.028 0.24 0.38 0.30 0.47 0.007 50 0.083 0.115 1.06 2.58 1.36 3.05 0.010 00 0.118 0.173 2.72 3.65 4.09 6.69 0.015 00 0.185 0.215 6.91 8.80 10.99 15.49 0.020 00 0.243 0.239 17.04 13.51 28.04 29.01 0.030 00 0.273 0.274 27.06 26.90 55.10 55.91 0.040 00 0.285 0.288 44.90 44.09 100.00 100.00
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表 5 不同加载级典型部位应变峰值
Table 5. Maximum strain of typical parts under different loadings
典型部位 各加载级典型部位应变峰值/με 0.003 75 rad 0.005 rad 0.0075 rad 0.01 rad 0.015 rad 0.02 rad 0.03 rad 0.04 rad 节点域 纯框架 −504.0 −575.5 −601.7 −609.1 −660.73 −618.33 −721.6 −812.4 减震框架 −606.0 −713.4 −628.5 −659.0 −568.6 −602.3 −656.2 −773.8 芯筒 纯框架 631.1 1551.2 1994.2 2364.0 2376.4 2393.1 2400.0 2439.9 减震框架 113.7 146.3 173.9 183.5 259.3 275.3 501.2 1294.8 梁腹板 纯框架 −234.1 411.5 −475.4 −548.5 −663.4 679.9 −1001.6 1258.9 减震框架 −349.7 −419.4 −410.7 −420.4 −465.8 −554.9 −676.0 −1099.9
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表 6 各加载级柱拼接节点高强螺栓预拉力最大损失值
Table 6. Maximum preload loss of high-strength bolts of column-column connection at various loading stages
螺栓力测点 初始螺栓预拉力/kN 不同加载级柱拼接节点高强螺栓预拉力最大损失值/kN 0.003 75 rad 0.005 rad 0.0075 rad 0.01 rad 0.015 rad 0.02 rad 0.03 rad 0.04 rad 测点1 平面框架 223.30 0.40 0.40 0.40 0.27 0.67 0.94 2.97 6.47 减震框架 222.00 −0.68 −0.54 −0.95 −1.35 −1.48 −2.43 −2.97 −6.21 测点2 平面框架 229.90 1.13 1.26 1.00 1.00 1.13 1.00 1.13 1.40 减震框架 221.31 1.77 1.50 − − 1.21 3.37 7.82 8.87 测点3 平面框架 221.20 0.14 0.27 0.27 0.68 − − − − 减震框架 228.05 0.40 0.53 − − − − − − 测点4 平面框架 220.90 0.14 0.41 0.41 0.41 0.28 1.24 2.88 4.25 减震框架 224.46 0.27 0.27 0.27 0.27 0.13 0.27 0.13 0.27
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表 7 试验结构各级最大刚度及刚度比
Table 7. Stiffness and its ratio to initial stiffness under various loading stages
试验结构 指标 方向 层间位移角/rad 0.003 75 0.005 0.0075 0.01 0.015 0.02 0.03 0.04 纯框架 刚度/(kN·mm−1) 正 26.66 26.42 21.37 18.40 14.87 13.31 10.09 8.09 负 24.88 24.27 22.09 19.82 15.91 13.77 9.80 8.36 刚度比 正 0.98 0.97 0.79 0.68 0.55 0.49 0.37 0.30 负 0.92 0.89 0.81 0.73 0.59 0.51 0.36 0.31 减震框架 刚度/(kN·mm−1) 正 40.28 36.07 30.17 26.54 19.78 15.67 13.36 10.92 负 38.16 37.21 30.23 25.95 19.46 15.52 11.55 10.58 刚度比 正 1.00 0.89 0.75 0.66 0.49 0.39 0.33 0.27 负 0.95 0.92 0.75 0.64 0.48 0.38 0.29 0.26 刚度差${\varDelta _{\rm{k} } }$/(kN·mm−1) 正 13.62 9.65 8.80 8.14 4.91 2.36 3.27 2.83 负 13.28 12.94 8.14 6.13 3.55 1.75 1.75 2.22 刚度提高率${\eta _{\rm k}}$/(%) 正 51.09 36.53 41.18 44.24 33.02 17.73 32.41 34.98 负 53.38 53.32 36.85 30.93 22.31 12.71 17.86 26.56
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表 8 试验结构及中间柱型阻尼器耗能
Table 8. Dissipated energy of test structure and intermediate column with friction dampers
指标 对象 加载级/rad 0.003 75 0.005 0.0075 0.01 0.015 0.02 0.03 0.04 耗能/J 减震框架 713.5 3086.7 6995.9 14 003.4 0.015 0.02 0.03 0.04 中间柱型摩擦阻尼器 − 2200.2 3688.0 4991.9 8528.700 11 418.90 14 578.40 14 580.20 中间柱型摩擦阻尼器
耗能占比/(%)− 71.3 52.7 35.6 30.000 20.60 14.10 5.90
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