In reference to the calculation method for rigidity of steel reinforced concrete beam in conformity to the structure design principles and taking intoconsideration of the constraint function of carbon fiber polymer, a formula for calculating the rigidity of reinforced beam Bs under combination of short-term load effect during service period is derived, and comparison and analysis are made to the test values and results of other calculation methods.
Through bending tests on reinforced beam and unreinforced beam by this paper, the influences of carbon fiber reinforcement on bending bearing capacity, rigidity, crack distribution, and steel bar strain of the beams are analyzed.
In the thesis,first,using the method of analytics,a theoretical derivation is separately made for calculating the formulas of the interfacial shearing stress along CFRP sheet-concrete bond surface after release of the prestressed CFRP sheet ends in concrete beam strengthened by CFRP sheet prestressing technique and the reinforced beam under the function of distributing load,and then,superposing the two formulas and educing the general formula of the interfacial shearing stress in reinforced concrete beam with prestressed CFRP sheet.
Design algorithms in Specifications for Highway Bridges and Culverts(JTJ021-85) format as well as Code for Design of Concrete Structures (GB50010-2002) format are proposed to predict the capacity of available beams strengthened in flexure with CFRP.
Design algorithms in Specifications for Highway Bridges and Culverts(JTJ021 -85) format as well as Code for Design of Concrete Structures (GB50010-2002) format are proposed to predict the capacity of available beams strengthened in flexure with CFRP.
The moment-curvature curve of the RC beam strengthened with CFRP was presumed the idealized three-segment line, under which the calculation method of stiffness of the strengthened beam was promoted here.
At the base of the experimental research, this thesis sets forth the strengthening mechanism of the external-prestressed-cable-sharing-load strengthening method and the second bearing-load performance of strengthened beam, deduces the relation between stress increment of external prestressed cable and structure deformation and calculates internal force, deformation and crack width of strengthened beam.
Performance of Steel-Free GFRP-Reinforced Beam-Column Joints
The two theoretical models are compared through the simulation of an experimental test on a fiber-reinforced beam, and it is shown that both the models can predict approximately the same overall behavior.
Optimum design of a reinforced beam under dynamic loading
Finite three-point bending of a fiber-reinforced beam with a step
A transformed section of a typical reinforced beam is shown in Figure 1.
Consumption of carbon fiber plates in the reinforced concrete beams strengthened with CFPs
Four-point bending flexural tests were conducted to one full-size reinforced concrete (RC) beam and three full-size RC beams strengthened with carbon fiber plates (CFPs).
Experimental study on fire protection methods of reinforced concrete beams strengthened with carbon fiber reinforced polymer
In this paper, two reinforced concrete (RC) beams strengthened with carbon fiber reinforced polymer (CFRP) and attached with thick-painted fire resistant coating were tested for fire resistance following the standard fire testing procedures.
Behavior of preloaded RC beams strengthened with CFRP laminates
The main failure mode of CFRP-strengthened beam is the intermediate crack-induced debonding of CFRP laminates, provided that the development length of CFRP laminates and shear capacity of the beam are sufficient.
An analytical method based on the nonlinear layered finite element method is used to simulate the load-deflection behavior of strengthened beam.
Parametric studies are then obtained using the developed model to investigate the effects of design variables on the overall flexural behavior of the strengthened beam.
The measured load versus strain curves for both the steel plate and the concrete of the strengthened beam were plotted.
As the beam approached the ultimate strength, the connections began to slip, resulting in a lower ultimate strength of the strengthened beam.