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摘要: 为探究高强钢(HSS)-超高性能混凝土(UHPC)组合梁的抗弯性能，考虑剪力连接度影响，设计并完成3片设置开孔板连接件的HSS-UHPC组合梁跨中两点对称加载试验；对剪力连接度分别为1.02、0.89和0.76的HSS-UHPC组合梁抗弯刚度、挠度、界面滑移、应变分布规律及钢梁与UHPC板的整体工作性能等进行分析，探讨了该型结构的受弯破坏机理；通过建立HSS-UHPC组合梁的ABAQUS非线性有限元计算模型，分析了混凝土强度、翼板厚度、钢材强度三者间的匹配关系，评估了现有简化塑性理论对该型组合梁抗弯计算的适用性。研究结果表明：设置开孔板连接件的HSS-UHPC组合梁具有较高的抗弯承载能力和良好的塑性变形能力，其抗弯刚度和延性均能满足工程使用要求；UHPC板与HSS梁在弹性受力阶段的界面滑移发展缓慢，最大滑移出现在1/8梁长附近；进入塑性受力阶段，界面滑移迅速增大，且最大滑移断面逐渐外移至梁端；剪力连接度对HSS-UHPC组合梁的抗弯性能影响显著，连接度由1.02分别减小至0.89和0.76时，结构的早期抗弯刚度分别降低了7.0%和8.7%，极限承载力也分别减小了9.2%和14.6%，界面最大滑移则分别增大了15.8%和17.0%；对比试验研究、数值模拟和理论计算结果三者吻合良好，数值结果显示采用Q690取代Q460的组合梁抗弯承载力提高了29.0%，但延性下降了39.7%；提高UHPC强度和增大混凝土翼板厚度均能显著改善HSS-UHPC组合梁延性并增强其抗弯承载力。Abstract: Considering the influence of different shear connection degrees, the mid-span two-point symmetrical loading tests for three pieces of high strength steel (HSS)-ultra-high performance concrete (UHPC) composite beams using perfobond strip (PBL) connectors were conducted to evaluate the flexural performance of HSS-UHPC composite beams. The properties including flexural rigidity, deflection, interfacial slip, and strain distribution laws of HSS-UHPC composite beams were analyzed under the shear connection degree of 1.02, 0.89, and 0.76, and the overall performance of steel beams and UHPC plates was discussed. In addition, the failure mechanisms of the beams subjected to bending moments were analyzed. On the basis of the ABAQUS nonlinear finite element numerical models for the HSS-UHPC composite beams, the matching relationships among concrete strength, plate thickness, and steel strength were investigated, and the feasibility of existing simplified plasticity theory in calculating the flexural performance of the HSS-UHPC composite beams was evaluated. Research results indicate that the HSS-UHPC composite beams using PBL connectors have the favorable flexural capacity and large plastic deformability, and their flexural rigidity and ductility are qualified for engineering applications. For the composite beams in the elastic stage, the relative interfacial slip between UHPC and HSS develops slowly, and the maximum slip occurs near the 1/8 of the beam. In the plastic stage, the interfacial slip rises rapidly, and the maximum slip section gradually moves to the beam ends. The flexural performance of HSS-UHPC composite beams is significantly affected by the shear connection degree. When the connection degree decrease from 1.02 to 0.89 and 0.76, the initial flexural rigidity of the composite beams lowers by 7.0% and 8.7%, respectively, and the corresponding ultimate bearing capacity decreases 9.2% and 14.6%, but the maximum slip grows by 15.8% and 17.0%, respectively. Good agreement is found among the numerical, experimental, and theoretical results. Numerical result demonstrates that after the replacement of Q460 steel with Q690 steel for the composite beams, the flexural capacity sees an increase of 29.0%, but the ductility decreases by 39.7%. The ductility and flexural capacity of the HSS-UHPC composite beams can be improved by higher UHPC strength and thicker concrete plates.
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图 2 组合梁试件几何尺寸与构造(单位：mm)
Figure 2. Configurations and dimensions of test specimens (unit: mm)
图 18 不同钢材强度混凝土板破坏形态
Figure 18. Failure patterns of concrete slab with different steel strengths
图 19 不同混凝土强度弯矩-挠度曲线
Figure 19. Moment-deflection curves with different concrete strengths
图 20 不同混凝土强度钢梁应力云图
Figure 20. Stress nephograms of steel beam with different concrete strengths
图 21 不同混凝土板厚度弯矩-挠度曲线
Figure 21. Moment-deflection curves with different concrete slab thicknesses
图 22 不同混凝土板厚度钢梁应力云图
Figure 22. Stress nephograms of steel beam with different concrete slab thicknesses
表 1 试件基本参数
Table 1. Basic parameters of test specimens
试件编号 UHPC板参数/mm HSS梁参数/mm PBL参数/mm 剪力连接度 宽度 厚度 翼缘板宽度 翼缘板厚度 钢腹板高度 钢腹板厚度 孔径 开孔板厚度 钢筋直径 间距 T8-D150 450 80 80 8 124 8 30 8 10 150 1.02 T8-D170 170 0.89 T8-D200 200 0.76 
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表 2 UHPC配合比
Table 2. Mix proportion of UHPC
组分 52.5水泥 硅灰 石灰粉 石灰砂 减水剂 质量比 1.00 0.25 0.10 1.10 0.03
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表 3 UHPC力学性能
Table 3. Mechanical properties of UHPC
强度等级 立方体抗压强度/MPa 棱柱体抗压强度/MPa 抗折强度/MPa 抗拉强度/MPa 弹性模量/GPa RPC120 124 104 24 7.1 44.2
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表 4 钢材力学性能
Table 4. Mechanical properties of steel
类别 屈服强度/MPa 抗拉强度/MPa 弹性模量/GPa Q460钢板 523 704 206 HRB400钢筋 498 581 200
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表 5 主要试验结果
Table 5. Summary of test results
试件编号 KST/(kN·m-1) McrT/(kN·m) MyT/(kN·m) MuT/(kN·m) δyT/mm δuT/mm $\frac{M_\mathrm{u}^{\mathrm{T}}}{M_{\mathrm{y}}^{\mathrm{T}}} $ $ \frac{\delta_{\mathrm{u}}^{\mathrm{T}}}{\delta_{\mathrm{y}}^{\mathrm{T}}}$ T8-D150 12 086 77.7 111.2 165.6 12.87 81.17 1.49 6.31 T8-D170 11 240 73.1 89.7 150.3 11.69 79.86 1.68 6.83 T8-D200 11 033 60.1 77.3 141.4 9.73 77.54 1.83 7.97
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表 6 UHPC塑性破坏准则参数
Table 6. Plastic collapse criteria parameters of UHPC
膨胀角/(°) 偏心率 强度比 Kc 黏聚系数 30 0.1 1.16 0.666 7 0.000 5
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表 7 有限元模拟结果
Table 7. Finite element simulation results
试件编号 KsF/(kN·m-1) MyF/(kN·m) MuF/(kN·m) $\frac{M_{\mathrm{y}}^{\mathrm{T}}}{M_{\mathrm{y}}^{\mathrm{F}}} $ $\frac{M_{\mathrm{u}}^{\mathrm{T}}}{M_{\mathrm{u}}^{\mathrm{F}}} $ $\frac{{K_{\rm{S}}^{\rm{T}}}}{{K_{\rm{S}}^{\rm{F}}}} $ T8-D150 11 627 97.1 162.3 1.14 1.02 1.04 T8-D170 11 490 95.5 152.8 0.94 0.98 0.98 T8-D200 11 386 89.3 145.5 0.87 0.97 0.97
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表 8 数值结果汇总
Table 8. Summary of numerical results
试件编号 fcu /MPa fy/MPa Tc/mm KsF/(kN·m-1) MyF/(kN·m) MuF/(kN·m) $\frac{M_{\mathrm{y}}^{\mathrm{F}}}{M_{\mathrm{u}}^{\mathrm{F}}} $ δyF/mm δuF/mm $ \frac{\delta_{\mathrm{u}}^{\mathrm{F}}}{\delta_{\mathrm{y}}^{\mathrm{F}}}$ MuE/(kN·m) $ \frac{M_{\mathrm{u}}^{\mathrm{F}}}{M_{\mathrm{u}}^{\mathrm{E}}}$ T8-D150-Q460 124 460 80 11 627 87.8 147.4 0.60 10.14 87.36 8.62 136.5 1.08 T8-D150-Q500 500 11 627 97.0 156.7 0.62 11.27 85.90 7.62 146.4 1.07 T8-D150-S523 523 11 627 97.1 162.3 0.60 11.27 84.56 7.50 165.6 0.98 T8-D150-Q550 550 11 627 106.2 166.7 0.64 12.39 84.51 6.82 158.5 1.05 T8-D150-Q620 620 11 627 115.1 178.9 0.64 13.53 83.28 6.16 174.5 1.03 T8-D150-Q690 690 11 627 132.4 190.2 0.70 15.76 82.01 5.20 189.5 1.00 T8-D150-RPC100 100 523 80 11 390 94.8 154.8 0.61 11.26 79.80 7.09 145.6 1.06 T8-D150-RPC140 140 11 778 98.8 168.3 0.59 11.27 96.61 8.57 155.2 1.08 T8-D150-RPC160 160 11 803 100.1 172.9 0.58 11.27 114.67 10.17 157.9 1.09 T8-D150-RPC180 180 11 890 100.5 176.3 0.57 11.28 130.23 11.54 160.2 1.10 T10-D150 124 523 100 14 746 120.0 190.7 0.63 11.27 77.45 6.87 175.8 1.08 T12-D150 120 18 741 134.2 223.7 0.60 10.14 72.50 7.15 199.6 1.12 T14-D150 140 24 043 165.1 262.5 0.63 10.14 66.49 6.56 223.3 1.18 T16-D150 160 30 151 180.2 301.7 0.60 9.00 63.95 7.11 247.1 1.22 参数均值 1.08
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表 9 承载力理论值与试验值比较
Table 9. Comparison between theoretical and tested values of bearing capacities
试件编号 MuE/(kN·m) MuT/(kN·m) MuT/MuE T8-D150 165.6 165.6 1.00 T8-D170 147.5 150.3 1.02 T8-D200 134.0 141.4 1.05 参数均值 1.02
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