带栓钉波形钢板混凝土组合构件粘结滑移性能与承载力试验研究

通过11个带栓钉的波形钢板混凝土组合构件在单调荷载下的推出试验和1个自然粘结构件的对比试验，研究带栓钉波形钢板混凝土组合构件的破坏形态、裂缝模式、荷载-滑移特性、波形钢板应变分布和承载力等。结果表明：带栓钉波形钢板混凝土组合试件的破坏形态以混凝土劈裂为主。试件的荷载-滑移曲线由上升阶段、下降阶段、残余阶段三个部分组成。由于混凝土和栓钉的组合作用，波形钢板自由端存在受拉区，产生过零点现象。带栓钉波形钢板混凝土组合试件的抗剪承载力随栓钉直径、数量的增长呈线性增长，而在一定条件下，栓钉长度、钢板厚度对抗剪承载力影响不大，另外在200 mm范围内适当增大栓钉间距对抗剪承载力也有提高。基于试验结果和力的扩散原则，分别提出了考虑栓钉影响的波形钢板混凝土界面粘结滑移本构模型以及带栓钉的波形钢板混凝土推出试件的承载力计算公式，所提模型与试验结果吻合良好，承载力公式计算结果与试验结果总体相符且偏于安全。

EXPERIMENTAL STUDY ON BOND-SLIP BEHAVIOR AND BEARING CAPACITY OF CORRUGATED STEEL PLATE CONCRETE COMPOSITE MEMBER WITH STUD

Eleven corrugated-steel-plate concrete composite members with studs and one comparative corrugated-steel-plate concrete member without studs on the surface of corrugated steel plate were statically tested to study the failure pattern, crack mode, load-slip characteristics, corrugated steel plate strain distribution and bearing capacity of corrugated-steel-plate concrete specimens with studs. The test results exhibit that concrete split failure is the main failure pattern of specimens with studs. The load–slip curves of specimens consists of the rising stage, the descending stage and the residual stage. Due to the action of concrete and studs, the free end of the corrugated steel plate has a tension stress area and a zero-value crossing phenomenon is generated. The shear bearing capacity of corrugated-steel-plate concrete composite specimens increases linearly with the increasing of diameter and quantity of the studs, but it is little affected by the stud length and thickness of corrugated steel plate.In addition, increasing the spacing of the studs within the range of 200 mm can improve the shear bearing capacity. Based on the analysis on experimental results and force spread principles of the specimens,both the constitutive model for the interface bond-slip of corrugated-steel-plate concrete considering the effect of studs and the formula for calculating the bearing capacity are presented. The results from the proposed model is in a good agreement with test results. The results of the bearing capacity formula are not only generally consistent with the test results, but also on the safe side.