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摘要: 为研究高强钢-混凝土组合梁中结构几何参数及材料强度对组合梁受力性能的影响, 建立了14组构件在跨中两点对称荷载作用下的有限元数值模型, 对其受力性能进行了分析。分析结果表明: 在承载能力极限状态下, 钢梁的贡献占竖向抗剪强度约77.0%;在弹性与塑性阶段, 不同材料强度的组合梁的跨中最小与最大挠度比值分别为79.5%和28.0%;在塑性状态下, 不同混凝土板横向配筋率和宽度的组合梁的跨中最小与最大挠度比值分别为62.1%和53.3%, 不同材料强度、混凝土板宽度、横向配筋率和厚度的组合梁的最小与最大纵向滑移量比值分别为25.0%、41.9%、63.2%、70.7%。可见, 提高钢梁强度或增大钢梁尺寸可显著提高组合梁竖向抗剪能力; 材料强度对组合梁弹性工作阶段的跨中挠度影响较小, 混凝土板横向配筋率及其宽度对塑性状态下跨中挠度有较大影响; 弹性工作阶段材料与几何参数对组合面滑移的影响不明显, 塑性状态下材料强度、混凝土板宽度、横向配筋率及厚度对纵向滑移影响较大。Abstract: In order to study structural behaviors of high strength steel-concrete composite girders, 14 group-components models with different geometry parameters and material properties were built by using ANSYS software under deuce symmetrical loads at mid-span.The analysis result indicates that steel girder bears about 77.0% of whole vertical shear strength in plastic state, and the ratios of maximum and minimum values of mid-span deflections for different material strength girders in elastic and plastic states are 79.5% and 28.0% respectively; the ratios of maximum and minimum values of mid-span deflections for different transverse bar ratios and widthes of concrete slab girders in plastic state are 62.1% and 53.3% respectively; the ratios of maximum and minimum values of longitudinal slips for different material strengthes, widthes of concrete slab, transverse bar ratios and thicknesses of concrete deck girders in plastic state are 25.0%, 41.9%, 63.2% and 70.7% respectively.Therefore, increasing the strength and section size of steel is economic and reasonable method to increase the vertical shear strength of the girders; the steel and concrete strengthes affect little on the mid-span deflection of the girders in elastic state, and the transverse bar ratio and the width of concrete slab have larger effect on the mid-span deflection in plastic state; the geometry parameters and material properties of the girders have little effect on the longitudinal slip in elastic state, but the material strength, width of concrete slab, transverse bar ratio and thickness of concrete deck have obvious effects on the longitudinal slip in plastic state.
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图 2 SCB1~6、NSCB1、2荷载- 跨中挠度曲线
Figure 2. Load-mid-span deflection curves of SCB1 to SCB6, NSCB1 and NSCB2
图 3 SCB3、7~12荷载-跨中挠度曲线
Figure 3. Load-mid-span deflection curves of SCB3 and SCB7 to SCB12
图 4 SCB1~6、NSCB1、2屈服状态下纵向的滑移曲线
Figure 4. Longitudinal slip curves of SCB1 to SCB6, NSCB1 and NSCB2 under yield condition
图 5 SCB1~6、NSCB1、2极限状态下纵向的滑移曲线
Figure 5. Longitudinal slip curves of SCB1 to SCB6, NSCB1 and NSCB2 under ultimate condition
图 6 SCB3、7~12屈服状态下纵向的滑移曲线
Figure 6. Longitudinal slip curves of SCB3 and SCB7 to SCB12 under yield condition
图 7 SCB3、7~12极限状态下纵向的滑移曲线
Figure 7. Longitudinal slip curves of SCB3 and SCB7 to SCB12 under ultimate condition
表 2 混凝土材料性质
Table 2. Material properties of concretes
强度等级 fcu, 15 fcu, 10 fc εc0 εcu Ec υ ft ρc C60 60 64.8 53.7 0.002 1 0.003 0 35 902 0.25 3.388 2 600 C70 70 75.8 63.0 0.002 2 0.003 0 38 009 0.25 3.761 2 600 C80 80 86.8 72.3 0.002 3 0.003 0 39 924 0.25 4.117 2 600 C40 40 — 26.8 0.001 8 0.003 3 32 500 0.20 2.390 2 600 C50 50 — 32.4 0.001 9 0.003 3 34 500 0.20 2.640 2 600 注: fcu, 15为边长为150 mm的混凝土立方体抗压强度, MPa; εcu为混凝土极限应变; υ为横向变形系数; ft为抗拉强度, MPa; ρc为密度, kg·m-3; C40、C50材料性质根据《混凝土结构设计规范》(GB 50010—2002)得到。 
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表 3 钢材性质
Table 3. Material properties of steels
钢材 fy Es Et ρs Q235 235 210 000 21 000 7 851 Q345 345 210 000 21 000 7 851 Q390 390 210 000 21 000 7 851 Q420 420 210 000 21 000 7 851 注: Et为屈服后硬化斜率, MPa; ρs为密度, kg·m-3; fy为屈服强度, MPa; Es为弹性模量, MPa。
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表 4 各梁的特征外荷载、相应挠度及钢梁承受剪力
Table 4. Topical loads, deflections and shear forces of steel girders
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