Mechanical Performance of Novel Prefabricated Composite Girder with Top Flange of Ultra Hight Performance Concrete Waffle Deck Panel
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摘要: 为综合解决传统钢-混凝土组合结构中混凝土桥面板自重偏大和负弯矩区易开裂的问题，引入超高性能混凝土（ultra high performance concrete，UHPC）华夫板代替普通混凝土桥面板，提出一种新型组合梁—装配式UHPC华夫型上翼缘组合梁. 以某典型3跨连续梁桥为研究对象，分别建立3跨连续梁整体和中支座区域梁段的有限元模型，研究了不同荷载工况下新型装配式UHPC华夫型上翼缘组合梁的受力性能，分析了UHPC华夫型上翼缘关键设计参数对该新型组合梁力学性能的影响规律，对比研究了组合榫型剪力槽与栓钉型剪力槽对该新型组合梁受力性能的影响. 研究结果表明：在恒 + 活组合作用下，中支座负弯矩段华夫型上翼缘纵肋底缘和面板最大拉应力均小于配筋UHPC的抗拉强度设计值；当UHPC华夫型上翼缘纵、横肋宽90 mm、高200 mm，纵肋间距700 mm，横肋间距600 mm，面板厚60 mm时，UHPC华夫型上翼缘受力较为合理；组合榫型剪力槽更适用于新型装配式UHPC华夫型上翼缘组合梁.Abstract: A novel prefabricated composite girder with the top flange of an ultra-high-performance concrete (UHPC) waffle deck panel in place of a normal concrete deck panel was proposed, to resolve problems associated with the high self-weight and high probability of cracking in conventional steel-concrete composite structures. To investigate the mechanical behaviour and application of the structure in continuous bridges, a whole bridge model and mid-support region girder model of a typical three-span continuous bridge were established by finite element analysis (FEA). The mechanical behaviour of the novel composite girder under various load modes was studied, and the influence of the key design parameters for the UHPC waffle deck panel on the mechanical behaviour of the novel composite girder was analysed. In addition, the influences of the composite dowel-type shear pocket and stud-type shear pocket on the mechanical performance of the novel composite girder were compared. The maximum tensile stress at the bottom of the longitudinal ribs and the top deck of the UHPC waffle deck panel meets the tensile strength limit of reinforced UHPC under the composite action of dead loads and live loads; when the longitudinal ribs and transverse ribs are 90 mm in width, 200 mm in height, 700 mm in the space of the longitudinal ribs, 600 mm in the space of the transverse ribs, and 60 mm in the thickness of the top deck, the UHPC waffle deck panels exhibit better mechanical performance than before. The composite dowel-type shear pocket is more applicable to the novel prefabricated composite girder than the stud-type shear pocket.
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图 1 新型装配式UHPC华夫型上翼缘组合梁
Figure 1. Novel prefabricated composite girder with the top flange of UHPC waffle deck panel
图 2 典型三跨连续梁桥整体计算模型
Figure 2. Whole bridge model of the typical three-span continuous bridge
图 3 中支座负弯矩区梁段模型及其加载工况示意（单位：m）
Figure 3. The local model and load modes of the mid-support region girder (unit: m)
图 4 纵横肋尺寸对纵肋底缘应力影响
Figure 4. Influence of sizes of longitudinal and transverse ribs on the stress at the bottom of longitudinal ribs
图 5 纵横肋间距对纵肋底缘应力影响
Figure 5. Influence of space of longitudinal and transverse ribs on the stress at the bottom of longitudinal ribs
图 6 面板厚度对纵肋底缘及面板应力影响
Figure 6. Influence of thickness of top deck on the stress at the bottom of longitudinal ribs and top deck
图 7 典型组合榫连接件和栓钉连接件荷载滑移曲线
Figure 7. Typical load-slide curves of composite dowels and shear studs
图 9 组合榫型剪力槽参数变化对新型组合梁影响
Figure 9. Parameter influence of the dowel-type shear pocket on the novel composite girder
图 10 栓钉型剪力槽参数变化对新型组合梁影响
Figure 10. Parameter influence of the stud-type shear pocket on the novel composite girder
表 1 材料特性
Table 1. Material property
材料 弹性模量/GPa 泊松比 密度/（kg•m–3） UHPC 60 0.20 2 650 Q345钢 206 0.31 7 850 1860钢绞线 195 0.31 7 850 
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表 2 华夫型上翼缘各部位应力计算结果
Table 2. The calculated stress at parts of the waffle deck panel
位置 最大应力/MPa 加载工况 纵肋底缘 9.9 纵向加载3、横向加载1 横肋底缘 – 4.3 纵向加载2、横向加载1 面板 8.0 纵向加载3、横向加载1
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