Basing on the formula and the theory on reinforced concrete cross - section ' s eccentric compression and tension , the author programs abstract composition that examine strengthened concrete cross - section ' s stress condition by matalb software 依据导出的等效弯矩、轴力计算公式和钢筋混凝土构件正截面偏心拉压理论用数学软件matlab编制了一个实用的加固梁正截面应力状态的检验程序。
On the base of test researches , ansys software is used to carry out numerical analyze for reinforced concrete beams which are strengthened in one way and the non - strengthened reinforced concrete beams . and the outcome correlates well with experiment date 本文在完成大量试验的基础上，还利用ansys有限元软件，对未加固梁和其中一种加固方式的钢筋混凝土梁进行了数值分析，计算结果与试验结果吻合良好。
The results showed that the long - term deformations of beams strengthened with cfrp laminates are less than the deformations of plain beams by 6 % 16 . 5 % . on the same long - term load , with the process of strengthening changed , the creep deformations of strengthed beams were different 结果表明: cfrp布加固梁徐变比普通混凝土梁减少6 % 16 . 5 % ,并且相同的长期荷载作用下,加固历程不同,其徐变变形也不同。
The test results indicate stiffness , curvature , strain of side surface , cracking and ultimate load of rc beam strengthened with frp sheet are improved by different degrees . mechanics behavior of strengthened beams changes distribution of cracks and failure mode 试验结果表明：加固后混凝土梁刚度、曲率、梁侧应变以及混凝土梁开裂荷载、极限荷载都得到不同程度的改善，加固梁力学特性改变了裂缝分布形式和破坏模式。
First , using strip - partitoning method and programming in matlab language , the numerical caculations of the relation curve between moment and curvature are done for the beams strengthened with non - prestressed and pretressed cfrp sheets , base on the assumption of plane section , non - bonding slip and non - peeled destroy . secondly , nolinear finite elemeant analysis by ansys are done for the beams strengthened with prestressed cfrp sheets base on the three assumptions before mentioned , the analysis are all done for the relation curve between load and displacement , the distribution of material stress , the distribution of cracks . lastly , calculation formula of flexural capacity and deflection are proposed )的全过程关系曲线。其次基于上面的三个假定,选择合理的本构关系,利用ansys通用有限元分析程序对预应力碳纤维布加固梁进行非线性有限元分析,分析了加固梁的荷载-挠度关系、材料的应力情况、裂缝的分布情况等。最后提出了承载力计算公式和正常使用状态下挠度计算公式。
In order to assure the bonded - strengthened beams to have ductility and fully exert the compressive capability of concrete , the paper deduces the lower limit compressive height used in design from the plane section assumption and theory of limit destruction . the lower limit compressive height is when the strain of compressive edge fiber reaches its peak value ( 0 . 002 ) and the externally bonded material reaches its limited strain ( 0 . 01 ) 由平截面假定和界限破坏理论，并保证粘贴加固梁具有一定的变形能力和较为充分地发挥混凝土的抗压性能，本文以受压区混凝土边缘应变达到峰值应变( 0 . 002 ) ，而加固材料应变刚好达到极限值( 0 . 01 )的界限破坏时混凝土受压区高度做为粘贴加固梁设计高度的下限值_ ( c0b ) h 。
The experiment highlights the effect of cfp length and the adhesive mode of cfp on the loading - bear capacity of cfp reinforced beams . from the results , it is obvious that when the cfp adhesive length increases , the loading - bear capacity increase too . when the cfp length is 10mm , the loading - bear capacity is 1 . 81 - 2 . 27 times as much as the value of non - reinforced beam ; and when the cfp length increase to 200mm and 350mm , the loading - bear capacity increase to 3 . 35 - 3 . 97 times and 3 . 61 - 5 . 76 times as much as the value of non - reinforced beam 从试验的结果来看，碳纤维的粘结长度增加对混凝土梁的加固效果的影响十分明显：当碳纤维粘结长度为100mm时，混凝土加固梁的极限承载力一般为未加固混凝土梁的1 . 81 - 2 . 27倍；而当碳纤维粘结长度为200mm和300mm时，混凝土加固梁的极限承载力则分别为未加固梁的3 . 35 - 3 . 97倍和3 . 61 - 5 . 76倍。
At first , the experiment carried out by tianjin university has been analysed according to the " nonlinear balance trying calculation " method , and the values of yield load and ultimate load agree with the test result better , and the curve of bending moment - curvature , bending moment - deflection can agree with the results . the second , the simplified formula for evaluation the ultimate flexural capacity of cfrp strengthened rc members is presented according to the three probable failure modes ( compression failure ; cfrp rupture ; crushing of the concrete in compression before yielding of the reinforcing steel ) . it is applicable to both singly and doubly reinforced rectangular sections , as well as flanged sections 首先利用钢筋混凝土非线性平衡试算法对天津大学试验进行了理论分析，所得分析值与试验结果相比，加固梁的屈服荷载、极限荷载能够很好地吻合，弯矩曲率关系曲线及弯矩挠度关系曲线较为吻合；其次，为了满足实际工程的需要，根据碳纤维布加固构件可能发生的三种破坏形态(压区混凝土压碎破坏、碳纤维布拉断破坏以及受拉钢筋尚未屈服时压区混凝土已压碎破坏) ，区别三种钢筋混凝土构件截面形式(单筋矩形截面、双筋矩形截面、 t形截面) ，分别给出了碳纤维布加固混凝土构件抗弯承载力的简化计算公式和适用条件，并进一步探讨了这三种截面形式下进行加固设计和复核的步骤。
This paper makes an explicit instruction about how to control the raw material , construction process and the quality of kinds of construction . especially in the aspect of construction monitoring , this paper makes a full and explicit instruction about the goal , elemental idea , approach and enforcement of the construction monitoring . this paper makes the enforcement of the construction monitoring as its important conten t and explains the importance of the construction monitoring 文中详细阐述了在施工过程中，如何对原材料、施工工序、各分项工程质量进行控制和监测；特别对用碳纤维布加固梁体的施工工艺和技术进行了详细描述，提出了施工过程质量控制的重点、难点；在施工监测方面，着重阐述了监测的目的、基本思路和方法以及在施工过程中的实施；把该桥施工监测的实施和桥梁系统的信息反馈作为重点内容进行了分析，充分说明了施工监测在施工过程中的重要性。
Here we obtain the strain compatibility method ande equilibrium of forces and concepts of fracture mechanincs , they can be used to predict the ultimats strength in flexure that can be achieved by such elements , given the cfrp cross - sectional area , or conversely , the required cfrp cross - sectional area to achieve a targeted resisting moment of rehabilitated flexureal elements Cfrp加固梁在承受弯曲荷载时的破坏是钢筋屈服后碳纤维断裂和钢筋屈服后混凝土压碎。本文通过应变相容方法和对破坏机理的定义，由给定的cfrp横截面积预测加固梁的极限弯曲强度；或者相反，在已知加固梁的极限弯曲强度时可以求出所需的cfrp横截面积。
