Study On Tension Performance And Capacity For Bolted Plates

Bolted connection is commonly used in steel stucture. In recent years due to the stength of bolts developed , especially the use of high-stength bolts, the connecting capacity of connected plates is lower than the capacity of bolts. The connected plates will be tearing damaged in tensile limit states. The method of calculating the tensile capacity of connected plates in"code for design of steel structures"(GB50017-2003) is defferent from foreign design specifications. For an in-depth study of the tension performance and capacity of bolted plates,the following tasks are conducted:①The typical joints in high-voltage transmission tower were experimentally studied. The tension failure mode of bolted gusset with single-angle connected in tensile limit states was identified. In the tension limit states, the tearing damage occurred on the net tension plane. Eccentric effect makes shear stress along the eccentric side become higher than the other side. In the limit states the shear damage may occur along the eccentric side.②With ANSYS software the finite element simulation was successful. Gusset plates were carried out finite element analysis of variable parameters. Considered the impact of the length of connection,the length of net tension plane,eccentirc effect and the shape of gusset plates on the tension performance and capacity of gusset plates.③Bolted angles were carried out finite element analysis of variable parameters. Considered the impact of the end distance,the length of bolts and the length of net tension plane on the tension performance and capacity of bolted angles.④The calculated results with two computing models which were used commonly in domestic and international design codes are both compared with the capacity with finite element analysis. The results show that the computing model with net tension plane ultimate and gross shear plane yield is closer to predict the ultimate tension capacity of bolted plates.⑤Comparing the design capacity calculated from"code for design of steel structures"(GB50017-2003) and United States Steel design specifications (AISC-2005). The results show that the design capacity calculated from GB50017-2003 is more safe than AISC-2005.