Nonlinear Analysis of Concrete Beam Reinforced by Composite Glass Fiber Sheet Deng Ning Zeng Xiantao Zhen Xinhua 31. Design Office of Hebi Mining Bureau, Hebi 458000, Henan; 2. Department of Civil and Architectural Engineering, Jiaozuo Institute of Technology 3. Wuhan Coal Design Institute, Wuhan 430070, Hubei Jiaozuo 454000, Henan; The quasi-plane assumption of the coordinated deformation of the cross section of the concrete beam is assumed. On this basis, the elastic internal force before cracking of the reinforcing beam and the internal force of Daier after cracking are nonlinearly calculated and calculated. The calculation of the stiffness of the strong beam lays a foundation for sufficient bonding strength, and the structural adhesive can withstand the presence of the shear glass plate produced along the bonding surface of the glass fiber reinforced plastic and the wheel beam due to the relative deformation and relative sliding. To prevent the development of concrete cracks, and at the same time reduce the tensile stress of the steel bar. The bonding stress of the glass fiber reinforced plastic and the concrete beam makes the wheel tensile, so that the reinforcing wheel beam is formed into a reinforced wheel glass fiber reinforced steel rod.
1 The length of the bonding between concrete and reinforced glass fiber reinforced plastic is a micro-one glass steel plate. The above formula can be obtained from the balance relationship. The bonding stress 1 makes the stress of the glass fiber reinforced steel plate unchanged before the reinforced reinforced beam cracks in the glass steel plate. Therefore, Ding = 0 between Can 45 and 1 Erban equal to a constant, so Ding is evenly distributed. After cracking, the concrete at the sweat cracked section will retreat and the tensile stress of the cracked glass fiber reinforced plastic will increase. Reverse bonding stress will occur on both sides of the catastrophic section.
2 Stress analysis of reinforced and strengthened beams 21 Geometrical relationship of deformation coordination The quasi-planar section assumption test proves that there is a certain relative slip between the FRP plate and the concrete, the strain of the steel bar still conforms to the assumption of the flat section, and the effective cross-sectional height of the FRP such as steel bar.
22 Physical relationship of stress and strain Nonlinear analysis of reinforced concrete Concrete calculation model. Such as Pavilion 2. Its reach is the stress-strain curve of steel bars. Simplified ideal elastoplastic stress-strain curves are used. For example, Pavilion 3, the ultimate deformation value of the steel bar is taken as = 1. 1. 2.3 Internal force analysis of the reinforced beam before cracking 23.1 Elastic internal force The ratio of the elastic modulus of the steel bar to the concrete is center =, the ratio of the elastic modulus of the steel bar to the concrete in the receiving area = center, and the ratio of the elastic modulus of the glass fiber reinforced plastic to the concrete =, and, while keeping the central axis of the cross section of the concrete unchanged , Convert the reinforced glass fiber reinforced plastic grate into a conversion section composed of a single concrete material. For the conversion section, the elastic homogeneous material stress meter and formula ah can be cited to convert the moment of inertia of the section to its centroid axis.
23.2 The cracking bending moment is similar to that of the shot, and the concrete stress at the tensile edge of the cross-section reaches the wheel tensile strength. The geometric relationship of the cross-sectional strain is as in Pavilion 5 = cross-sectional stress distribution 5. Due to the development of the plastic deformation of the concrete in the tensile zone, the stress distribution is curvilinear, which is a simple calculation. It can be approximated as a rectangular distribution. The artificial deformation of the concrete is small. The corresponding deformation modulus of the concrete can be taken from the internal force of the cross-section and the Hengyi system 2 Xcr + gAg + Ab. Substitute equations 6 and 7 into the above equation, and Approximately take =, introduce å± = at heart, the known calculation formula can be derived as 2.3.3 Reinforcement of the beam after cracking the internal force analysis of the cross-section After the concrete beam in the tensile zone is cracked, it is assumed that all the tensile force is borne by the steel bar and glass fiber reinforced plastic, and the concrete participation is not considered Under tension, the strain of the concrete at any point in the distance from the neutral axis is 7, and the geometric relationship of the cross-sectional deformation is according to the known nonlinear strain relationship of the concrete. The compression stress-strain relationship of the concrete can be functionally expressed as , = The combined force of the concrete under compression 1 can be obtained by integrating the following formula: the strain relationship of the FRP takes a linear relationship of 121.0, = the neutral axis height of the core section, = the axial force balance relationship ∑N the concrete stress combined force point to the compression The distance of the edge, 6, can be obtained by the following formula: Equation 10, 13 is the general expression of the internal force analysis of the cross section after cracking, and it can be applied to various stress states of the reinforced beam from cracking to failure with the use of different strain functions. When +, the stress-strain relationship of concrete can be approximated as a linear meaning system. , 3, the concrete stress-strain relationship is solved by formula 3 in two stages.
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