| Profiled steel sheet-concrete composite floor slab can make full use of themechanical properties of steel and concrete. It has been extensively applied toengineering because of its big rigidity, good ductility, good seismic resistanceperformance, ease of construction, short construction period and good economic returns.The result shows that most composite slabs failed in longitudinal bonding failuremode. Sufficient shear loading capability is needed to prevent creating the slippagebetween profiled steel sheet and concrete. Because the shear bond strength is related tomany factors, such as the size of profiled steel sheet, surface processing, shear span, thecompression strength of concrete, the distance of shear key on the profiled steel sheet,etc. It’s difficult to obtain an accurate calculation formula through theoretical analysis.The calculation formula of longitudinal shearing capacity proposed by Porter is adoptby many countries at present.Experiments were conducted on18closed profiled sheeting-concrete compositefloor slabs which had different shear span, thickness of composite slab and profiled steelsheet. During the experimental study, the failure process and modes, the cracks pattern,the strain of steel sheeting, the slippage between the concrete and steel sheeting at theend, the load-deflection curve and the ultimate bearing capacity were studied in details.The shear bond strength coefficient m, k was founded through linear regression. Thenthe calculation formula of longitudinal shearing capacity was obtained. Based on theexperimental results, the capacity of composite slabs is influenced by shear-span length,slab height, sheet thickness. It was denoted that the composite slabs loaded at largenominal shear-span ratio failed in bending failure mode, the bending bearing capacity was the ultimate bearing capacity. The composite slabs loaded at small nominalshear-span ratio failed in longitudinal bonding failure mode. |
PDF Full Text Request