“…The effect of number and location of steel bolts required in the connection of GFRP beam and column joints were investigated, and it is found that satisfactory mechanical properties could be obtained with only two bolts. Luo et al [ 24 ], Wu et al [ 25 ] formed tube connector by welding steel pipe to steel end plates and inserted outside of tube into GFRP beam through bolted connection, and investigated the joint and member capacities experimentally and numerically. Using the similar tube connector, Zhang et al [ 26 ] studied GFRP beam-column joint through epoxy adhesive bonding method, and found thatthe joint with adapted end plate connection had good ductility and deformation.…”
Nowadays there are many types of glass fiber reinforced polymer(GFRP) composite beam and column joints, such as standard connection, bolted through connection, angle steel connection, tube connection and so on, most of which connected by high-strength bolts with round holes. In this paper, monotonic loading tests on GFRPcomposite beam and column joints connected by slotted-hole bolts were conducted. To compare the performance of different joints, two groups of specimens were used in this study; one of group was the beam-column joints connected by the angle steel, and other group was connected by the tube connection. Specimens with different bolt holes, side plate reinforcement condition, and different bolt pre-tightening forces were studied. Failure modes, bending moment curves, plastic rotation, and yield stiffness of the two groups of joints were compared. Results showed thatthe ultimate bending moment bearing capacity of specimens with side plates could be increased by 30%. Under the same conditions, the bearing capacity of the tube joints was about 10% larger than that of the angle steel joints. Although the bearing capacity of joints was not increased by using slotted holes, plastic rotation capacity and yield stiffness of joints with slotted-hole bolts were 1.1 times than that of the ordinary round-hole bolts joints.
“…The effect of number and location of steel bolts required in the connection of GFRP beam and column joints were investigated, and it is found that satisfactory mechanical properties could be obtained with only two bolts. Luo et al [ 24 ], Wu et al [ 25 ] formed tube connector by welding steel pipe to steel end plates and inserted outside of tube into GFRP beam through bolted connection, and investigated the joint and member capacities experimentally and numerically. Using the similar tube connector, Zhang et al [ 26 ] studied GFRP beam-column joint through epoxy adhesive bonding method, and found thatthe joint with adapted end plate connection had good ductility and deformation.…”
Nowadays there are many types of glass fiber reinforced polymer(GFRP) composite beam and column joints, such as standard connection, bolted through connection, angle steel connection, tube connection and so on, most of which connected by high-strength bolts with round holes. In this paper, monotonic loading tests on GFRPcomposite beam and column joints connected by slotted-hole bolts were conducted. To compare the performance of different joints, two groups of specimens were used in this study; one of group was the beam-column joints connected by the angle steel, and other group was connected by the tube connection. Specimens with different bolt holes, side plate reinforcement condition, and different bolt pre-tightening forces were studied. Failure modes, bending moment curves, plastic rotation, and yield stiffness of the two groups of joints were compared. Results showed thatthe ultimate bending moment bearing capacity of specimens with side plates could be increased by 30%. Under the same conditions, the bearing capacity of the tube joints was about 10% larger than that of the angle steel joints. Although the bearing capacity of joints was not increased by using slotted holes, plastic rotation capacity and yield stiffness of joints with slotted-hole bolts were 1.1 times than that of the ordinary round-hole bolts joints.
“…This is viable in the sense that the stiffness is improved in a framed structure, as the mechanical performance is dependent on the structural assembly rather than the material itself. This, therefore, increases the potentials for the use of FRP in frame structures, since framed structures are subjected to mainly axial loading (Gand et al 2013, Jia et al 2016, Luo et al 2015. A three-dimensional load distribution path is obtained from a space frame configuration.…”
This paper reports on a new experimental study for the behaviour of reciprocally connected and supported Fibre Reinforced Polymer (FRP) hollow square profiles axially loaded under several boundary conditions. The study aims to determine the ultimate load of the assembly and failure mechanism of mutually connected units. For the tests, FRP reciprocal frames units (RF) of 100 × 100 × 6.4 mm thick square hollow sections were designed, fabricated and assembled using mechanical fasteners. A bespoke steel test rig allowed for varied support boundary conditions. The observed failure modes were dominated by web buckling, bearing failure around the bolted areas and localised failure. The 100 × 100 mm RF unit achieved the highest load capacity of 16.4 kN and frame stiffness of 1.7 kN/mm, under the pin-pin-roller support boundary conditions. This paper presents the experimental procedure, results and observations.
“…Prior experimental study on the proposed bonded sleeve connection on joining tubular GFRP showed promising nonlinear performance. 20–25 Since the dissipation capacity was induced by yielding of the steel component, the energy dissipation of GFRP frames using bonded sleeve connection is questionable. Figure 1.Scheme show of (a) bonded sleeve connection and (b) geometry of sleeve connector.…”
This paper presents a comparative study on the energy dissipation capacity of one glass fibre-reinforced polymer frame with bonded sleeve connection and steel frames with bolted endplate connections. Experimentally measured moment-rotation behaviour of a typical bonded sleeve connection was employed to develop the joint model for the glass fibre-reinforced polymer frame. In order to reduce the effect of the different beam size on the overall frame behaviour, the size of the steel profiles was selected to be equal, less than and greater than glass fibre-reinforced polymer profile in terms of the bending stiffness. The moment-rotation response of bolted endplate connection was then theoretically determined through Mohammadi's design model. The frame models were developed using 3D beam elements and nonlinear spring elements. Comparing the energy dissipation capacity between glass fibre-reinforced polymer and steel frames at connections and floors, it was found that although glass fibre-reinforced polymer members were lack of ductility, the glass fibre-reinforced polymer frame can give satisfactory energy dissipation capacity that is comparable to steel frames. The energy dissipation capacity of glass fibre-reinforced polymer frame can be induced by the yielding of steel endplate from bonded sleeve connection.
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