新型装配式钢—混组合箱梁桥结构设计与试验研究

发布时间：2018-05-30 04:08

本文选题：桥梁工业化 + 装配式　；参考：《东南大学》2015年硕士论文

【摘要】：基于簇钉群连接构造的新型装配式钢-混凝土组合箱梁桥,通过全预制装配技术,可提高桥梁工业化水平,同时也有利于克服现有混凝土小箱梁桥因横向连接薄弱而引起的病害问题。本文针对装配式钢-混凝土组合箱梁桥的结构特点,开展了试验研究和理论分析。主要工作和研究成果如下：(1)研究新型装配式钢-混凝土组合箱梁桥的合理结构体系与构造,确立以全高预制混凝土桥面板和开口钢箱梁通过簇钉群剪力连接件组合的结构体系,给出装配式钢-混组合箱梁桥基本设计参数和标准跨设计。(2)通过4片不同槽孔间距的装配式钢-混组合箱梁桥模型试验梁,研究剪力槽孔间距、剪力连接程度及桥面板横向配筋等对组合梁受力性能的影响。研究表明：不同剪力连接度下,试验梁在弹性受力阶段截面应变分布较好的符合平截面假定；随着荷载继续增加,界面滑移加大,组合梁逐步进入塑性受力阶段。剪力连接度对簇钉群连接组合梁受弯性能有一定影响,相比试验梁B(n/nf=1),试验梁C (n/nf=0.65)的受弯承载力降低了17%,试验梁D (n/nf=0.74)的受弯承载力降低了9%。随着剪力连接度的降低,钢梁和混凝土板的层间滑移明显增大。从支座到跨中的滑移量分布呈下降趋势,剪跨段滑移量分布相对平稳,滑移量分布符合剪力分布规律。(3)总结了部分剪力连接组合梁承载力和挠度计算方法,并与试验结果进行对比,得到了适用于簇钉群剪力连接组合梁的承载力和挠度计算公式。(4)通过对标准跨径的装配式钢-混组合箱梁桥剪力连接件计算,给出簇钉群剪力件的合理布置建议,在保证剪力连接度不小于0.7,剪力槽孔间距可放大至1200mm。(5)由梁试验和两组推出试验研究分析了簇钉群剪力连接件的水平传力机理,通过简化拉压杆模型,提出剪力槽孔横向钢筋配筋设计。
[Abstract]:A new type of prefabricated steel-concrete composite box girder bridge based on cluster nail group connection can improve the industrialization level of the bridge by means of full precast assembly technology. At the same time, it is helpful to overcome the disease problem caused by the weak transverse connection of the existing concrete small box girder bridge. According to the structural characteristics of prefabricated steel-concrete composite box girder bridge, the experimental study and theoretical analysis are carried out. The main work and research results are as follows: (1) the reasonable structural system and structure of a new type of prefabricated steel-concrete composite box girder bridge are studied, and the structural system of fully high precast concrete deck slab and open steel box girder is established by means of a cluster of shear connectors. The basic design parameters and standard span design of prefabricated steel-concrete composite box girder bridge are given. The shear slot spacing is studied through four model test beams with different slot spacing. The influence of shear connection degree and transverse reinforcement on the mechanical behavior of composite beam. The results show that the cross section strain distribution of the test beam accords with the assumption of plane section at the elastic stress stage under different shear connection degrees, and with the increase of load, the interface slip increases, and the composite beam gradually enters the plastic stress stage. The shear connection degree has a certain influence on the flexural behavior of the composite beam with cluster nailing group connection. Compared with the test beam, the bending capacity of the test beam C n / nfg 0.65) is reduced by 17%, and the flexural bearing capacity of the test beam D n / nfg 0.74) is reduced by 9 parts. With the decrease of shear connection, the interlayer slip between steel beam and concrete slab increases obviously. The slip distribution from the support to the middle of the span shows a downward trend, and the slip distribution of the shear span is relatively stable, and the slip distribution conforms to the law of shear force distribution. The calculation method of the bearing capacity and deflection of the partially shear-connection composite beam is summarized. Compared with the experimental results, the formula of bearing capacity and deflection of composite beams with cluster nailed group shear connections is obtained. The shear connections of fabricated steel-concrete box girder bridges with standard span are calculated. The reasonable arrangement suggestion of cluster nail group shear parts is given. When the shear connection degree is not less than 0.7, the spacing of shear slot can be enlarged to 1 200 mm. 5) the horizontal force transfer mechanism of cluster nail group shear joint is studied by beam test and two groups of deducing tests. By simplifying the model of tension and compression bar, the design of transverse reinforcement with shear slot hole is presented.
【学位授予单位】：东南大学
【学位级别】：硕士
【学位授予年份】：2015
【分类号】：U448.213

【相似文献】