带T形肋剪力键的钢-混凝土组合梁受弯性能试验及理论分析
引用文献：
陈思程 黄海林 邓轩 张明亮. 带T形肋剪力键的钢-混凝土组合梁受弯性能试验及理论分析[J]. 建筑结构，2023，48（03）：72-79.
CHEN Sicheng HUANG Hailin DENG Xuan ZHANG Mingliang. Experimental and theoretical analysis on flexural performance of steel-concrete composite beams with T-section rib shear connector[J]. Building Structure，2023,48（03）：72-79.
摘要：为研究带T形肋剪力键的钢-混凝土组合梁的承载力和破坏机理，对7个钢-混凝土组合梁试件进行了受弯性能试验。以贯穿钢筋直径、开孔间距及开孔孔径为参数，分析了试件的破坏形态、应变分布、钢板与混凝土相对滑移量和受弯承载力。试验结果表明：大部分试件发生弯曲破坏，呈现出明显的延性破坏特征，其余试件发生弯剪破坏；开孔孔径和贯穿钢筋直径是影响试件受弯承载力的主要因素，而开孔间距对钢板与混凝土之间的相对滑移影响显著，开孔孔径40mm和贯穿钢筋直径10mm为最优抗弯组合。基于试验结果，采取合理假定，并引入受弯承载力折减系数φ1、φ2来考虑对受弯承载力的影响，给出了带T形肋剪力键的钢-混凝土组合梁受弯承载力计算方法。经对比，计算值均小于试验值，具有一定安全储备。
关键词：钢-混凝土组合梁；剪力键；破坏机理；界面滑移；受弯承载力；
基金：湖南省教育厅优秀青年项目(19B188)；湖南省自然科学基金青年基金项目(2018JJ3161)；湖南省研究生科研创新项目(CX20190802)；湖南建工集团基础研究项目(JGJTK-2018003)。
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[2] 陈海，郭子雄，刘阳，等.斜板PBL剪力键受剪性能试验研究[J].建筑结构学报，2022,43(1):209-218.
[3] 肖林，卫星，强士中.两类PBL剪力键推出试验的对比研究[J].土木工程学报，2013,46(11):70-80.
[4] 朱伟庆，崔越，刘永健，等.开孔板连接件受剪承载力研究[J].建筑结构学报，2017,38(7):129-136.
[5] WANG X,ZHU B,CUI S,et al.Experimental research on PBL connectors considering the effects of concrete stress state and other connection parameters[J].Journal of Bridge Engineering,2018,23(1):04017125.
[6] ZHAN Y,YIN C,LIU F,et al.Pushout tests on headed studs and PBL shear connectors considering external pressure[J].Journal of Bridge Engineering,2020,25(1):04019112.
[7] SU Q,WANG W,LUAN H,et al.Experimental research on bearing mechanism of perfobond rib shear connectors[J].Journal of Constructional Steel Research,2014,95(11):22-31.
[8] HUANG H,LI A,CHEN L,et al.Push-out tests for shear connectors in GFRP-concrete composite bridge deck slabs[J].Journal of Advanced Concrete Technology,2018,16(8):368-381.
[9] KIM S H,CHOI K T,PARK S J,et al.Experimental shear resistance evaluation of Y-type perfobond rib shear connector[J].Journal of Constructional Steel Research,2013,82(12):1-18.
[10] 邓轩.带剪力键的钢-混凝土组合梁受弯性能试验研究[D].长沙：湖南科技大学，2017.
[11] 徐宙元，赵人达，牟廷敏.带开孔钢板剪力连接件的钢-混凝土组合桥面板受力性能试验研究[J].建筑结构学报，2015,36(1):382-388.
[12] 李天翔，童根树，万文海.以花纹钢板为上翼缘的钢-混凝土组合梁试验研究[J].建筑结构学报，2017,38(2):106-116.
[13] 王建萍，白志强，辛晓萱，等.附加装配式钢管PBL剪力键抗剪承载力研究[J].建筑结构，2022,52(S1):1887-1892.
[14] KIM H,JEONG Y.Experimental investigation on behaviour of steel-concrete composite bridge decks with perfobond ribs[J].Journal of Constructional Steel Research,2006,62(5):463-471.
[15] KIM H Y,JEONG Y J,Steel-concrete composite bridge deck slab with profiled sheeting[J].Journal of Constructional Steel Research,2009,65(8-9):1751-1762.
[16] KIM H Y,JEONG Y J.Ultimate strength of a steel-concrete composite bridge deck slab with profiled sheeting[J].Engineering Structures,2010,32(2):534-546.
Experimental and theoretical analysis on flexural performance of steel-concrete composite beams with T-section rib shear connector
Abstract: In order to research the bearing capacity and failure mechanism of steel-concrete composite beams with T-section rib shear connector, seven steel-concrete composite beam specimens were tested for flexural performance. Taking the diameter of the penetrating steel bar, the opening hole spacing and the opening hole diameter as parameters, the failure pattern, strain distribution, relative slip between steel plate and concrete and flexural bearing capacity of the specimens were analyzed. The test results show that most of the specimens fail in bending mode and present characteristics of ductile failure, and other specimens fail in bending and shearing mode. The opening hole diameter and diameter of the penetrating steel bar are the main factors that affect the flexural bearing capacity, and the opening hole spacing has a paramount influence on relative slip between steel plate and concrete, opening hole diameter of 40mm and the penetrating steel bar diameter of 10mm are the optimal combination for enhancing flexural bearing capacity. Based on the test results, rational assumption was adopted, and the flexural bearing capacity discount factor φ1 and φ2 was introduced to consider the impact of flexural bearing capacity, the calculation method of flexural bearing capacity of steel-concrete composite beam with T-section rib shear connector was given. The calculated value is less than the test value through comparison, which has certain safety reserve.
Keywords: steel-concrete composite beam; shear connector; failure mechanism; interface slip; flexural bearing capacity
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