CFRP板条嵌入式加固损伤钢筋混凝土梁抗弯试验与理论研究
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摘要
CFRP板嵌入式加固法是一种新形式的加固方法。CFRP板嵌入式加固法是指预先在需要加固的构件表面开槽,其次向槽中注入粘结材料,然后将CFRP板放入槽中来改善构件受力性能的加固方法。与表面外贴法相比,CFRP板嵌入式加固法具有材料用量少、耐腐蚀、适用于表面不平的构件,与构件传力更有效,遭受意外荷载不易损伤等特点。
本文制作了17根钢筋根混凝土梁,试验梁设计时考虑了配筋率、CFRP板加固量和钢筋混凝土梁损伤等3种试验参数。通过测定试验梁的开裂荷载、屈服荷载、极限荷载、变形、裂缝以及试验梁混凝土、钢筋、碳纤维应变,分析CFRP板条嵌入式加固钢筋混凝土梁的破坏机理,研究配筋率、CFRP板加固量和损伤情况等对加固梁裂缝发展、开裂荷载、屈服荷载、极限荷载及刚度的影响,并对比CFRP板条嵌入式加固损伤钢筋混凝土梁与外贴CFRP板条加固损伤钢筋混凝土梁的加固效果。在试验研究的基础上,对加固梁的受弯承载力、挠度计算方法和裂缝计算方法进行理论研究。主要研究工作如下：
1、进行CFRP板条嵌入式加固钢筋混凝土梁的抗弯试验研究,分析CFRP板条嵌入式加固钢筋混凝土梁的破坏机理,研究配筋率、CFRP板加固量和梁损伤情况等对加固破坏形式、裂缝发展、开裂荷载、屈服荷载、极限荷载及刚度的影响。
2、在现有CFRP加固结构构件的承载力计算模型的基础上,根据钢筋混凝土梁抗弯承载力计算的基本理论,探讨CFRP板条嵌入式加固钢筋混凝土梁承载力计算方法。
3、采用最小刚度原则,分析CFRP板条嵌入式加固钢筋混凝土梁在正常使用状态下的刚度,推导加固梁跨中挠度计算公式。
4、根据钢筋混凝土梁裂缝计算理论,推导加固梁在正常使用状态的平均裂缝间距和最大裂缝宽度计算公式。
通过上述的试验研究和理论研究,得出如下一些结论：
1、加固梁的破坏形式主要受配筋率和加固量的影响；采用CFRP板条嵌入式加固可以有效的提高加固梁的特征荷载；加固梁的变形性能主要受加固量和初始荷载影响。
2、在不考虑发生CFRP板剥离破坏的情况下,推导建立加固梁的承载力计算公式,计算结果与试验值基本吻合。
3、推导出的挠度计算公式计算正常使用状态下加固梁的跨中挠度,计算值与试验值较吻合。
4、根据钢筋混凝土梁裂缝计算理论,给出了正常使用状态下加固梁的平均裂缝间距和最大裂缝宽度计算公式。通过和试验值比较,计算值与试验值相差较小。
Near-surface mounted CFRP is a new reinforcement method. Near-surface mounted CFRP is a reinforcement method to advance on the surface of the components that need to reinforce the slot, and then put the CFRP strips into slots to improve the mechanical performance of the component. Compared with the surface stick method, near-surface mounted CFRP has the advantages of low dosage of materials, corrosion resistance, applicable to the uneven surface of the component, and more effective component force, suffers accident load is not easy to damage, etc.
This paper designs17RC beams, the beams when considering the reinforcement ratio, amount of CFRP and damage as test parameters. By measuring test of cracking load, yield load, ultimate load, deformation, cracks and strain of concrete, steel bar, CFRP strip. Analysis the failure mechanism of RC beams, the influence of the cracking load, yield load, ultimate load and stiffness is researched by reinforcement ratio, amount of CFRP and damage, and then analysis the strengthening effect between the external bonded and Near-surface mounted. On the basis of experimental study, the ultimate capacity, cracks calculation method and deflection calculation method for theoretical research. The main research work is as follows:
1. Study on flexural performance of Damaged RC beams strengthed with Near-Surface Mounted CFRP strips, analysis the failure mechanism of RC beams, the influence of the cracking load, yield load, ultimate load, stiffness is researched by reinforcement ratio, amount of CFRP and damage.
2. In the existing model for calculating the ultimate bearing capacity of CFRP reinforced structures, on the basis of calculated according to the basic theory of reinforced concrete beam bending bearing capacity and discusses calculation method of bearing capacity of reinforced concrete beam.
3. Using the principle of minimum stiffness, analysis of the stiffness RC beams with NSM under normal use, and midspan deflection calculation formula is derived.
4. According to theory of crack of RC beam, calculation formulate for average cracks distance and maximum crack width are derived.
Through the experimental study and theoretical study, draw some conclusions as follows:
1. Failure modes of RC beams with NSM were mainly affected by the amount of CFRP and reinforcement ratio; NSM can effectively improve the characteristic load; Deformation of the RC beam with NSM was mainly affected by amount of CFRP and initial load.
2. Without considering the CFRP stripping failure situation, establish a formula of the bearing capacity is derived, the calculation results with the theoretical results fit well.
3. Calculate the midspan deflection with the calculating formula of the deflection with is derived under the normal use, the calculated value and the experimental results fit well with.
4. According to the theory of RC beam crack calculation shows the normal use of the reinforced beam under the average crack spacing and maximum crack width calculation formula. By comparing the test data and calculated values and experimental values are smaller.
本文制作了17根钢筋根混凝土梁,试验梁设计时考虑了配筋率、CFRP板加固量和钢筋混凝土梁损伤等3种试验参数。通过测定试验梁的开裂荷载、屈服荷载、极限荷载、变形、裂缝以及试验梁混凝土、钢筋、碳纤维应变,分析CFRP板条嵌入式加固钢筋混凝土梁的破坏机理,研究配筋率、CFRP板加固量和损伤情况等对加固梁裂缝发展、开裂荷载、屈服荷载、极限荷载及刚度的影响,并对比CFRP板条嵌入式加固损伤钢筋混凝土梁与外贴CFRP板条加固损伤钢筋混凝土梁的加固效果。在试验研究的基础上,对加固梁的受弯承载力、挠度计算方法和裂缝计算方法进行理论研究。主要研究工作如下：
1、进行CFRP板条嵌入式加固钢筋混凝土梁的抗弯试验研究,分析CFRP板条嵌入式加固钢筋混凝土梁的破坏机理,研究配筋率、CFRP板加固量和梁损伤情况等对加固破坏形式、裂缝发展、开裂荷载、屈服荷载、极限荷载及刚度的影响。
2、在现有CFRP加固结构构件的承载力计算模型的基础上,根据钢筋混凝土梁抗弯承载力计算的基本理论,探讨CFRP板条嵌入式加固钢筋混凝土梁承载力计算方法。
3、采用最小刚度原则,分析CFRP板条嵌入式加固钢筋混凝土梁在正常使用状态下的刚度,推导加固梁跨中挠度计算公式。
4、根据钢筋混凝土梁裂缝计算理论,推导加固梁在正常使用状态的平均裂缝间距和最大裂缝宽度计算公式。
通过上述的试验研究和理论研究,得出如下一些结论：
1、加固梁的破坏形式主要受配筋率和加固量的影响；采用CFRP板条嵌入式加固可以有效的提高加固梁的特征荷载；加固梁的变形性能主要受加固量和初始荷载影响。
2、在不考虑发生CFRP板剥离破坏的情况下,推导建立加固梁的承载力计算公式,计算结果与试验值基本吻合。
3、推导出的挠度计算公式计算正常使用状态下加固梁的跨中挠度,计算值与试验值较吻合。
4、根据钢筋混凝土梁裂缝计算理论,给出了正常使用状态下加固梁的平均裂缝间距和最大裂缝宽度计算公式。通过和试验值比较,计算值与试验值相差较小。
Near-surface mounted CFRP is a new reinforcement method. Near-surface mounted CFRP is a reinforcement method to advance on the surface of the components that need to reinforce the slot, and then put the CFRP strips into slots to improve the mechanical performance of the component. Compared with the surface stick method, near-surface mounted CFRP has the advantages of low dosage of materials, corrosion resistance, applicable to the uneven surface of the component, and more effective component force, suffers accident load is not easy to damage, etc.
This paper designs17RC beams, the beams when considering the reinforcement ratio, amount of CFRP and damage as test parameters. By measuring test of cracking load, yield load, ultimate load, deformation, cracks and strain of concrete, steel bar, CFRP strip. Analysis the failure mechanism of RC beams, the influence of the cracking load, yield load, ultimate load and stiffness is researched by reinforcement ratio, amount of CFRP and damage, and then analysis the strengthening effect between the external bonded and Near-surface mounted. On the basis of experimental study, the ultimate capacity, cracks calculation method and deflection calculation method for theoretical research. The main research work is as follows:
1. Study on flexural performance of Damaged RC beams strengthed with Near-Surface Mounted CFRP strips, analysis the failure mechanism of RC beams, the influence of the cracking load, yield load, ultimate load, stiffness is researched by reinforcement ratio, amount of CFRP and damage.
2. In the existing model for calculating the ultimate bearing capacity of CFRP reinforced structures, on the basis of calculated according to the basic theory of reinforced concrete beam bending bearing capacity and discusses calculation method of bearing capacity of reinforced concrete beam.
3. Using the principle of minimum stiffness, analysis of the stiffness RC beams with NSM under normal use, and midspan deflection calculation formula is derived.
4. According to theory of crack of RC beam, calculation formulate for average cracks distance and maximum crack width are derived.
Through the experimental study and theoretical study, draw some conclusions as follows:
1. Failure modes of RC beams with NSM were mainly affected by the amount of CFRP and reinforcement ratio; NSM can effectively improve the characteristic load; Deformation of the RC beam with NSM was mainly affected by amount of CFRP and initial load.
2. Without considering the CFRP stripping failure situation, establish a formula of the bearing capacity is derived, the calculation results with the theoretical results fit well.
3. Calculate the midspan deflection with the calculating formula of the deflection with is derived under the normal use, the calculated value and the experimental results fit well with.
4. According to the theory of RC beam crack calculation shows the normal use of the reinforced beam under the average crack spacing and maximum crack width calculation formula. By comparing the test data and calculated values and experimental values are smaller.
引文
[1]中华人民共和国国家标准.混凝土结构加固设计规范(GB50367-2006)[S].北京：中国建筑工业出版社,2006.
[2]王文炜.FRP加固混凝土结构技术及应用[M].北京：中国建筑工业出版社,2007.
[3]De Lorenzis L, Teng J G. Near-surface mounted FRP reinforcement:An emerging technique for strengthening structures [J]. Composites-Part B:Engineering,2007,38(2):119-143.
[4]李荣,腾锦光,岳清瑞.FRP材料加固混凝土结构应用的新领域—嵌入式(NSM)加固法[J].工业建筑,2004,34(4)：5-10.
[5]叶列平,冯鹏.FRP在工程结构中的应用与发展[J].土木工程学报,2006,39(3)：24-35.
[6]吴刚,安琳,吕志涛.碳纤维布用于钢筋混凝土梁抗弯加固的试验研究[J].建筑结构,2000,30(7)：3-6.
[7]赵彤,谢剑,戴自强.碳纤维布加固钢筋混凝土梁的受弯承载力试验研究[J].建筑结构,2000,30(7)11-15.
[8]赵鸣,赵海东,张誉.碳纤维片材加固筋混凝土梁受弯试验研究[J].结构工程师,2002,(7)：52-57.
[9]胡孔国,岳清瑞,叶列平,孙燕.碳纤维布加固混凝土桥面板受弯性能试验研究[J].建筑结构,2000,30(7)：44-48.
[10]史健勇,卢亦焱,何勇,陈明祥.碳纤维布加固钢筋混凝土梁正截面承载力试验研究[J].建筑技术,2001,32(6)：370-372.
[11]谢剑,赵彤,杨建江.应用碳纤维布增强钢筋混凝土梁受弯承载力新技术[J].水利水电技术,2001,32(8)：12-16.
[12]王文炜,赵国藩,黄承逵,任海东.碳纤维加固已承受荷载的钢筋混凝土梁抗弯性能试验研究及抗弯承载力计算[J].工程力学,2004,21(8)：172-178.
[13]叶列平,崔卫,岳清瑞,胡孔国.碳纤维布加固混凝土构件正截面受弯承载力分析[J].建筑结构,2001,31(3)：3-5.
[14]高本立.碳纤维片材加固混凝土构件正截面受弯承载力设计[J].建筑结构,2002,32(10)：50-52.
[15]胡孔国,陈小兵,岳清瑞等.考虑二次受力碳纤维布加固混凝土构件正截面承载力计算[J].建筑结构,2001,31(7)：63-65.
[16]陈丽莹,高日.二次受力下CFRP加固混凝土结构抗弯承载力计算方法[J].北方交通大学学报,2003,(1)：80-83.
[17]张维.考虑二次受力FRP加固RC梁受弯承载力分析[J].武汉理工大学学报,2003,25(9)：49-52.
[18]郑国栋,侯发亮.二次受力对CFRP加固混凝寸梁正截面极限承载计算结果的影响[J].工业建筑,2004,(5)：73-75.
[19]王玉清,刘曙光,王猛,崔倩.考虑初始应变的碳纤维布加固混凝土梁的抗弯承载力计算[J].工业建筑,2005,35(增刊)：948-949.
[20]王滋军,刘伟庆,姚秋来.考虑二次受力的碳纤维加固钢筋混凝土梁抗弯性能的试验研究[J].工业建筑,2004,34(7)：85-87.
[21]王文炜,赵国藩.纤维复合物加固钢筋混凝寸梁抗弯承载力及参数分析[J].工业建筑,2003,33(9)：16-19.
[22]欧阳煜,黄奕辉,钱在兹,顾祥林.玻璃纤维片材加固混凝土梁的抗弯性能研究[J].土木工程学报,2002,35(3)：1-6.
[23]王文炜,赵国藩.玻璃纤维布加固钢筋混凝土梁正截面抗弯承载力计算[J].建筑结构学报,2003,43(6)：799-805.
[24]中国工程建设标准化协会标准.碳纤维片材加固修复混凝土结构技术规程(CECS146：2003)[S].北京：中国计划出版社,2002.
[25]Warren G E. Waterfront Repair and Upgrade, Advanced Technology Demonstration Site No.2:Pierl2, NAVSTA San Diego, Site Specific Report SSR-2419-SHR[R], Naval Facilities Engineering Service Center, Port Hueneme, CA,1998.
[26]Warren G E. Waterfront Repair and Upgrade, Advanced Technology Demonstration Site No.3: NAVSTA Bravo 25, Pearl Harbour, Site Specific Report SSR-2567-SHR[R], Naval Facilities Engineering Service Center, Port Hueneme, CA,2000.
[27]Hogue T, Cornforth R C, Nanni A. Myriad Convention Center Floor System Reinforcement, In: Proceedings of the Fourth international Symposium on Fiber Reinforced Polymer Reinforcement for Reinforced Concrete Structures[C]. Baltimore, USA,1999:1145-1161.
[28]Emmons P, Thomas J, Sabnis G M, New Strengthening Technology Developed-Blue Circle Cement Silo Repair and Upgrade, In:Proceedings of the International Workshop on Structural Composites for Infrastructure Applications[C]. Cairo, Egypt,2001:97-107.
[29]Gentile C, Rizkalla S. Flexural Strengthening of Timber Beams using FRP, In:Technical Progress report[R], ISIS Canada,1999.
[30]Yan X, Miller B, Nanni A and Bakis CE. Characterization of CFRP bars used as Near-surface mounted reinforcement, Proceedings of 8th International Structural Faults And repair Conference, Forde MC, editor. Engineering Technics Press, Edinburgh, Scotland. CD-ROM version,1999.
[31]De Lorenzis L, Nanni A. Shear Strengthening of Reinforced Concrete Beams with Near Surface Mounted FRP [J]. AC1 Structural Journal Technical Paper,2001,98 (1):60-68.
[32]De Lorenzis L, Nanni A, La Tegola A. Bond of Near Surface Mounted FRP Rods in concrete Masonry Units. Proceedings of the Seventh Annual International Conference on Composites Engineering (ICCE/7), Denver Colorado:2000.
[33]De Lorenzis L, Nanni A. Characteristics of FRP Rods as NSM Reinforcement [J]. ASCE Journal of Composites Construction,2001,5(2):114-121.
[34]Blaschko M. Bond Behavior of CFRP Strips Glued into Slits. Proceedings of the Sixth International Symposium on FRP Reinforcement for Concrete Structures, Singapore:2003,205-214.
[35]Rizkalla S and Hassan T. Effectiveness of FRP for strengthening concrete bridges [J]. Journal of Structural Engineering International,2002,89-95.
[36]HassanT and Rizkalla S. Investigation of Bond in Concrete Structures Strengthened with Near Surface Mounted Carbon Fiber Reinforced Polymer Strips [J]. Journal of Composites for Construction,2003, 7(3):248-356.
[37]Galati N, Nanni A, Dharani R L, Focacci F, Aiello A M. Thermal Effects on Bond between FRP Rebars and Concrete[J]. Composites-Part A:Applied Science and Manufacturing,2006,37(8):1223-1230.
[38]Novidis D, Pantazopoulou S J, Tentolouris E. Experimental Study of Bond of NSM-FRP Reinforcement [J]. Construction and Building Materials,2007,21(8):1760-1770.
[39]De Lorenzis L, Nanni A, La Tegola A, Flexural and Shear Strengthening of Reinforced Concrete Structures Near Surface Mounted FRP Rods[C]. In:Proceedings of the 3th International Conference on Advanced Composite Materials in Bridges and Structures, Ottawa, Canada,2000:521-528.
[40]Arduini M, Gottardo R, De Riva F. FRP Rods for Flexural Reinforcement of Existing Beams: Experimental Research and Applications[C].In:Proceedings of the International Conference on FRP Composites in Civil Engineering,2001,2:1051-1058.
[41]Taljsten B, Carolin A, Nordin H. Concrete Structures Strengthened with Near Surface Mounted Reinforcement of CFRP [J]. Advances in Structural Engineering,2003,6(3):201-213.
[42]Hassan T K, Rizkalla S H. Investigation of Bond in Concrete Structures Strengthened with Near Surface Mounted Carbon Fiber Reinforced Polymer Strips [J]. Journal of Composites for Construction, 2003,7(3):248-257.
[43]HassanT K, Rizkalla S H. Bond Mechanism of Near-surface-mounted Fiber-reinforced Polymer Bars for Flexural Strengthening of Concrete Structures [J]. ACI Structural Journal,2004,101(6):830-839.
[44]Barros J A O, Fortes A S. Flexural Strengthening of Concrete Beams with CFRP Laminates Bonded into Slits [J]. Cement &Concrete Composites,2005,27(4):471-480.
[45]Teng J G, De Lorenzis L, Wang B, Li R, Wong T N, Lam L. Debonding Failures of RC Beams Strengthened with Near Surface Mounted CFRP Strips [J]. Journal of Composites for Construction, 2006,10(2):92-105.
[46]De Lorenzis L, Nanni A. Characterization of FRP Rods as Near-surface Mounted Reinforcement [J]. Journal of Composites for Construction,2001,5(2):114-121.
[47]De Lorenzis L. Nanni A. Shear Strengthening of Reinforced Concrete Beams with Near-surface Mounted Fiber-Reinforced Polymer Rods [J]. ACI Structural Journal,2001,98(1):60-68.
[48]Barros J A O, Dias S J E. Near Surface Mounted CFRP Laminates for Shear Strengthening of Concrete Beams [J]. Cement &Concrete Composites,2006,28(3):276-292.
[49]Bairos J A O, Ferreira D R S M, Fortes A S, Dias S J E. Assessing the Effectiveness of embedding CFRP Laminates in the Near Surface for Structural Strengthening[J]. Construction and Building Materials,2006,20 (7):478-491.
[50]Barros J A O, Dias S J E, Lima J L T. Efficacy of CFRP-based Techniques for the Flexural and Shear Strengthening of Concrete Beams[J]. Cement &Concrete Composites,2007,29(3):203-217.
[51]李荣,滕锦光,岳清瑞.嵌入式CFRP板条-混凝土界面粘结性能的试验研究[J].工业建筑,2005,35(8)：31-34.
[52]周延阳.混凝寸表层嵌贴CFRP板粘结机理研究[D].杭州：浙江大学,2005.
[53]周朝阳,胡志海,贺学军,李蓓.内嵌式碳纤维板条与混凝寸粘结性能的拉拔实验[J].中南大学学报,2007,38(2)：357-361.
[54]廖志刚.FRP复合材料与混凝寸的粘结性能有限元分析[D].杭州：浙江大学,2008.
[55]吴浩淼.表面内嵌FRP筋加固钢筋混凝土梁粘结性能与抗弯性能研究[D].沈阳：沈阳建筑大学,2010.
[56]陈俊敏.表层嵌贴CFRP板条混凝土界面粘结性能的研究[D].长沙：长沙理工大学,2012.
[57]吴以莉,姚谏,朱晓旭.内嵌CFRP加固混凝土梁粘结性能试验分析[J].建筑技术,2010,41(5)：454-456.
[58]周朝阳,李毅卉,贺学军.T形截面钢筋混凝寸梁内嵌FRP加固后抗弯承载力计算[J].铁道科学与工程学报,2005,2(4)：50-53.
[59]周朝阳,向传家,贺学军.内嵌FRP加固钢筋混凝土梁的受弯承载力分析[J].建筑结构,2006,36(12)：19-21.
[60]袁霓绯,姚谏.钢筋混凝土梁表层嵌贴CFRP板抗弯承载力研究[J].工业建筑,2006,36(10)：104-106.
[61]丁亚红,张春生,曾宪桃,徐平,宋城.内嵌CFRP筋抗弯加固混凝土梁试验研究[J].建玻璃钢/复合材料,2009,(4)：17-20.
[62]孙平平,申士军,叶良.内嵌FRP板钢筋混凝土梁试验研究[J].四川建筑科学研究,2013,39(3)：86-88.
[63]王天稳,尹志强.FRP筋NSM加同混凝土构件二次受力时抗弯承载力计算方法[J].武汉大学学报,2005,38(4)：55-58.
[64]丁亚红,王兴国,曾宪桃.内嵌碳纤维板条加固混凝土受弯构件[J].公路,2006,(2)：32-35.
[65]曾宪桃,段敬民,丁亚红.内嵌预应力碳纤维增强塑料筋混凝寸梁正截面承载力计算[J].工程力学,2006,23(增刊Ⅱ)：112-116.
[66]王韬.钢筋混凝土表层嵌贴CFRP的抗弯加固性能研究[D].杭州：浙江大学,2005.
[67]宾羽匕.表层嵌贴CFRP板条加固混凝土梁抗弯性能试验研究[D].南京：南京理工大学,2007.
[68]赵君君.碳纤维板嵌入式加固钢筋混凝土梁抗弯性能的试验研究[D].南宁:广西大学,2007.
[69]丁亚红,张春生.内嵌预应力碳纤维筋加固混凝十梁受力性能试验研究[J].建筑结构学报,2012,33(2)：128-134.
[70]丁杨勇,谢标云,周丕健.表层嵌贴碳纤维筋加固钢筋混凝寸梁受弯性能试验研究[J].建筑结构学报,2010,(增刊2)：243-248.
[71]任振华,曾宪桃,刘汉龙,周丰峻.复合内嵌碳纤维筋和预应力螺旋肋钢筋加固混凝土梁试验[J].河南大学学报,2012,40(2)：370-375.
[72]罗志.碳纤维板“嵌入式”加同钢筋混凝土少筋梁受弯性能试验研究[D].南昌：华东交通大学,2012.
[73]淳庆,张样,潘建伍.嵌入式碳纤维板加固木梁抗弯性能的试验研究[J].东南大学学报,2012,42(6)：1146-1150.
[74]徐平,张敏霞,丁亚红,王兴国.内嵌法加固混凝土梁抗弯试验研究[J].建筑结构,2010,40(增刊)：409-411.
[75]张立伟.嵌入式预应力CFRP筋抗弯加固混凝土梁试验研究[D].南京：东南大学,2009.
[76]贺学军,周朝阳,徐玲.内嵌CFRP板条加固混凝寸梁的抗弯性能试验研究[J].土木程学报,2008,41(12)：14-20.
[77]曾宪桃,任振华,赵普,丁亚红.表层内嵌桁架螺旋肋筋加固混凝土梁抗弯试验研究[J].土木工程学报,2010,43(1)：64-69.
[78]王兴国,王文华,姚小平.嵌入CFRP片材加固RC梁非线性全过程分析[J].玻璃钢/复合材料,2009,(2)：11-13.
[79]吴刚,罗云标,吴智深,张敏,胡显奇.钢—连续纤维复合筋(SFCB)嵌入式加固混凝土梁试验研究[J].工程抗震与加固改造,2009,31(1)：8-13.
[80]侯淑亮CFRP筋嵌入式加固钢筋混凝土梁受弯性能研究[D].吉林：吉林建筑工程学院,2011.
[81]贾庆扉.混凝土表层嵌贴CFRP板条的抗剪加固试验研究[D].杭州：浙江大学,2006.
[82]樊烽,姚谏.有腹筋RC梁表层嵌贴CFRP板的抗剪加固试验研究[J].科技通报,2007,23(4)：582-586.
[83]刘国瑞.表面内嵌FRP加固混凝土梁抗剪性能研究[D].沈阳：沈阳建筑大学,2011.
[84]蒋元平,青光绪CFRP加固钢筋混凝土梁的挠度计算[J].中国西部科技,2009,8(6)：1-3.
[85]孙建敏,赵晓华.考虑二次加载时碳纤维布加固混凝土梁挠度的简化计算方法[J].四川建筑科学研究,2004,30(3)：50-52.
[86]姜新佩,王小燕,刘丽娜.预应力碳纤维加固RC梁挠度和裂缝计算[J].河北工程大学学报,2008,25(4)：10-13.
[87]庄江波,叶列平,鲍轶洲,伍杨波CFRP布加固混凝土梁的裂缝分析与计算[J].东南大学学报, 2006,36(1)：86-91.
[88]蔺新艳,张雷顺,曹双寅.FRP加固钢筋混凝土受弯构件裂缝计算模式[J].特种结构,2006,23(4)：93-95.
[89]李趁趁,高丹盈等.碳纤维布增强钢筋混凝土梁正截面抗裂性能的研究[J].工业建筑,2004,(增刊)：111-115
[90]华明CFRP加固矩形截面钢筋混凝土梁刚度、裂缝研究.东南大学硕士论文.2006.
[91]刘其伟,华明,翟瑞兴等CFRP加固钢筋混凝土梁裂缝研究[J].公路交通科技,2007,24(2)：79-84.
[92]飞渭,江世永等.预应力碳纤维布加固混凝寸受弯构件正截面承载力分析[J].四川建筑科学研究,2003,29(3)：42-45.
[93]飞渭,江世永等.预应力碳纤维布加固混凝寸受弯构件试验研究[J].四川建筑科学研究,2003,29(2)：56-60.
[94]尚守平,彭晖等.预应力碳纤维布材加固混凝土受弯构件的抗弯性能研究[J].建筑结构学报,2003,(5)：24-30.
[95]彭晖,尚守平等.预应力碳纤维布加固受弯构件的施工艺[J].西部探矿工程,2004,(1)：56-58.
[96]张坦贤,吕西林,肖丹,石家峰.预应力碳纤维布加固一次二次受力梁抗弯试验全过程理论分析[J].结构工程师,2005,21(2)：43-49.
[97]李庆伟,杨勇新,岳清瑞,陈龙华,张清海.预应力碳纤维布加固混凝土梁锚固方式试验研究[J].工业建筑,2006,36(4)：9-11.
[98]曾祥蓉,江世永,王薇,陈进.预应力碳纤维布加固混凝土梁非线性有限元分析[J].湖南科技大学学报(自然科学版),2004,19(3)：63-66.
[99]岳清瑞,李庆伟,杨勇新.预应力碳纤维布放张时受力性能分析[J].工业建筑,2006,36(4)：1-4.
[100]戴绍斌,朱健.预应力碳纤维筋混凝土梁张拉损失的试验研究[J].武汉理工大学学报,2004,26(3)：70-72.
[101]王玉清,刘曙光,王猛.碳纤维布提高钢筋混凝土梁刚度的试验研究与计算[J].内蒙古工业大学学报,2006,25(1)：61-65.
[102]张坦贤,吕西林,肖丹,石家峰.预应力碳纤维布加固一次二次受力梁抗弯试验研究[J].结构工程师,2005,21(1)：34-40.
[103]田水,谷倩.碳纤维布预应力补强加固钢筋混凝土梁受力性能研究[J].工业建筑,2005,35(6)：88-91.
[104]梅力彪,张俊平.预应力碳纤维板加固混凝土梁的粘结锚固性能试验研究[J].工业建筑,2006,36(4)：15-18.
[105]叶列平,庄江波,曾攀,周小蓉.预应力碳纤维布加固钢筋混凝土T形梁的试验研究[J].工业建筑,2005,35(8)：7-12.
[106]彭飞飞,江世永,谢孝等.预应力CFRP加固混凝土梁不卸荷时的受弯性能试验研究[J].四川建筑科学研究,2003,29(2)：39-42.
[107]曾祥蓉,江世永,陈进等.不卸载时预应力碳纤维布加固混凝十梁有限元分析[J].四川建筑科学研究,2005,31(3)：60-62.
[108]曾攀,沙吾列提·拜开依,叶列平等.预应力CFRP布加固混凝土梁的受弯承载力分析[J].广东建材,2006,3：116-120.
[109]陈华,邓朗妮,张鹏.预应力CFRP板加固混凝土梁挠度计算方法[J].桂林理工大学学报,2010,30(2)：236-239.
[110]陈军.预应力碳纤维布加固钢筋混凝寸梁抗弯性能[D].绵阳：西南科技大学,2012.
[111]蒋定,杨威,安琳.预应力CFRP布加固梁的疲劳试验研究[J].湖南科技大学学报,2011,26(2)：63-68.
[112]艾军,单岗,王侠伟等.预应力CFRP布加固损伤RC梁的动力特性研究[J].振动与冲击,2011,26(2)：119-123.
[113]赵文杰,李晓克,赵顺波.预应力CFRP加固钢筋混凝土梁的受力试验[J].人民黄河,2012,34(6)：136-138.
[114]钱伟.预应力碳纤维布加固损伤钢筋混凝寸梁的受力性能[D].郑州：郑州大学,2007.
[115]中华人民共和国国家标准.混凝土结构试验方法标准(GB50152-92)[S].北京：中国建筑工业出版社,1992.
[116]中华人民共和国国家标准.混凝土结构设计规范(GB50010-2010)[S].北京：中国建筑工业出版社,2011.
[117]American Concrete Institute Committee-440.2R-02.Guide for Design and Construction of Externally Bonded FRP Systems for Strengthening Concrete Structure[R],2002, ACI:Farmington Hills. Mich.p.45.
[118]翟爱良,肖建庄,田洪臣CFRP提高钢筋混凝寸梁抗弯刚度的分析与近似计算[J].结构工程师,2003,(2)：50-54.
[119]李志成,邱飞,朱家祥.碳纤维布加固钢筋混凝土梁挠度的计算方法[J].解放军理工大学学报,2002,(4)：74-76.
[120]杨勇新,岳清瑞.碳纤维布加固钢筋混凝土梁截面刚度计算[J].工业建筑,2001,31(9)：1-4.
[121]孙建敏、赵晓华.考虑二次加载时碳纤维布加固混凝土梁挠度的简化计算方法[J],四川建筑科学研究,2004,30(9)：50-52.
[122]田水,谷倩,张海涛.碳纤维布补强加固钢筋混凝土梁的刚度计算方法[J].武汉理工大学学报,2004,26(12)：49-51.
[123]韩燕.碳纤维布加固混凝土梁变形及刚度分析[D],江苏大学,2006.
[124]中华人民共和国行业标准.公路钢筋混凝土及预应力混凝土桥涵设计规范(JTG D62-2004)[S].北京：人民交通出版社,2004.
[125]东南大学,天津大学等.混凝土结构[S].北京：中国建筑工业出版社,2005.
[126]徐有邻.各类钢筋粘结锚固性能的分析比较[J].福州大学学报,1996,24(增刊)：69-75.
[2]王文炜.FRP加固混凝土结构技术及应用[M].北京：中国建筑工业出版社,2007.
[3]De Lorenzis L, Teng J G. Near-surface mounted FRP reinforcement:An emerging technique for strengthening structures [J]. Composites-Part B:Engineering,2007,38(2):119-143.
[4]李荣,腾锦光,岳清瑞.FRP材料加固混凝土结构应用的新领域—嵌入式(NSM)加固法[J].工业建筑,2004,34(4)：5-10.
[5]叶列平,冯鹏.FRP在工程结构中的应用与发展[J].土木工程学报,2006,39(3)：24-35.
[6]吴刚,安琳,吕志涛.碳纤维布用于钢筋混凝土梁抗弯加固的试验研究[J].建筑结构,2000,30(7)：3-6.
[7]赵彤,谢剑,戴自强.碳纤维布加固钢筋混凝土梁的受弯承载力试验研究[J].建筑结构,2000,30(7)11-15.
[8]赵鸣,赵海东,张誉.碳纤维片材加固筋混凝土梁受弯试验研究[J].结构工程师,2002,(7)：52-57.
[9]胡孔国,岳清瑞,叶列平,孙燕.碳纤维布加固混凝土桥面板受弯性能试验研究[J].建筑结构,2000,30(7)：44-48.
[10]史健勇,卢亦焱,何勇,陈明祥.碳纤维布加固钢筋混凝土梁正截面承载力试验研究[J].建筑技术,2001,32(6)：370-372.
[11]谢剑,赵彤,杨建江.应用碳纤维布增强钢筋混凝土梁受弯承载力新技术[J].水利水电技术,2001,32(8)：12-16.
[12]王文炜,赵国藩,黄承逵,任海东.碳纤维加固已承受荷载的钢筋混凝土梁抗弯性能试验研究及抗弯承载力计算[J].工程力学,2004,21(8)：172-178.
[13]叶列平,崔卫,岳清瑞,胡孔国.碳纤维布加固混凝土构件正截面受弯承载力分析[J].建筑结构,2001,31(3)：3-5.
[14]高本立.碳纤维片材加固混凝土构件正截面受弯承载力设计[J].建筑结构,2002,32(10)：50-52.
[15]胡孔国,陈小兵,岳清瑞等.考虑二次受力碳纤维布加固混凝土构件正截面承载力计算[J].建筑结构,2001,31(7)：63-65.
[16]陈丽莹,高日.二次受力下CFRP加固混凝土结构抗弯承载力计算方法[J].北方交通大学学报,2003,(1)：80-83.
[17]张维.考虑二次受力FRP加固RC梁受弯承载力分析[J].武汉理工大学学报,2003,25(9)：49-52.
[18]郑国栋,侯发亮.二次受力对CFRP加固混凝寸梁正截面极限承载计算结果的影响[J].工业建筑,2004,(5)：73-75.
[19]王玉清,刘曙光,王猛,崔倩.考虑初始应变的碳纤维布加固混凝土梁的抗弯承载力计算[J].工业建筑,2005,35(增刊)：948-949.
[20]王滋军,刘伟庆,姚秋来.考虑二次受力的碳纤维加固钢筋混凝土梁抗弯性能的试验研究[J].工业建筑,2004,34(7)：85-87.
[21]王文炜,赵国藩.纤维复合物加固钢筋混凝寸梁抗弯承载力及参数分析[J].工业建筑,2003,33(9)：16-19.
[22]欧阳煜,黄奕辉,钱在兹,顾祥林.玻璃纤维片材加固混凝土梁的抗弯性能研究[J].土木工程学报,2002,35(3)：1-6.
[23]王文炜,赵国藩.玻璃纤维布加固钢筋混凝土梁正截面抗弯承载力计算[J].建筑结构学报,2003,43(6)：799-805.
[24]中国工程建设标准化协会标准.碳纤维片材加固修复混凝土结构技术规程(CECS146：2003)[S].北京：中国计划出版社,2002.
[25]Warren G E. Waterfront Repair and Upgrade, Advanced Technology Demonstration Site No.2:Pierl2, NAVSTA San Diego, Site Specific Report SSR-2419-SHR[R], Naval Facilities Engineering Service Center, Port Hueneme, CA,1998.
[26]Warren G E. Waterfront Repair and Upgrade, Advanced Technology Demonstration Site No.3: NAVSTA Bravo 25, Pearl Harbour, Site Specific Report SSR-2567-SHR[R], Naval Facilities Engineering Service Center, Port Hueneme, CA,2000.
[27]Hogue T, Cornforth R C, Nanni A. Myriad Convention Center Floor System Reinforcement, In: Proceedings of the Fourth international Symposium on Fiber Reinforced Polymer Reinforcement for Reinforced Concrete Structures[C]. Baltimore, USA,1999:1145-1161.
[28]Emmons P, Thomas J, Sabnis G M, New Strengthening Technology Developed-Blue Circle Cement Silo Repair and Upgrade, In:Proceedings of the International Workshop on Structural Composites for Infrastructure Applications[C]. Cairo, Egypt,2001:97-107.
[29]Gentile C, Rizkalla S. Flexural Strengthening of Timber Beams using FRP, In:Technical Progress report[R], ISIS Canada,1999.
[30]Yan X, Miller B, Nanni A and Bakis CE. Characterization of CFRP bars used as Near-surface mounted reinforcement, Proceedings of 8th International Structural Faults And repair Conference, Forde MC, editor. Engineering Technics Press, Edinburgh, Scotland. CD-ROM version,1999.
[31]De Lorenzis L, Nanni A. Shear Strengthening of Reinforced Concrete Beams with Near Surface Mounted FRP [J]. AC1 Structural Journal Technical Paper,2001,98 (1):60-68.
[32]De Lorenzis L, Nanni A, La Tegola A. Bond of Near Surface Mounted FRP Rods in concrete Masonry Units. Proceedings of the Seventh Annual International Conference on Composites Engineering (ICCE/7), Denver Colorado:2000.
[33]De Lorenzis L, Nanni A. Characteristics of FRP Rods as NSM Reinforcement [J]. ASCE Journal of Composites Construction,2001,5(2):114-121.
[34]Blaschko M. Bond Behavior of CFRP Strips Glued into Slits. Proceedings of the Sixth International Symposium on FRP Reinforcement for Concrete Structures, Singapore:2003,205-214.
[35]Rizkalla S and Hassan T. Effectiveness of FRP for strengthening concrete bridges [J]. Journal of Structural Engineering International,2002,89-95.
[36]HassanT and Rizkalla S. Investigation of Bond in Concrete Structures Strengthened with Near Surface Mounted Carbon Fiber Reinforced Polymer Strips [J]. Journal of Composites for Construction,2003, 7(3):248-356.
[37]Galati N, Nanni A, Dharani R L, Focacci F, Aiello A M. Thermal Effects on Bond between FRP Rebars and Concrete[J]. Composites-Part A:Applied Science and Manufacturing,2006,37(8):1223-1230.
[38]Novidis D, Pantazopoulou S J, Tentolouris E. Experimental Study of Bond of NSM-FRP Reinforcement [J]. Construction and Building Materials,2007,21(8):1760-1770.
[39]De Lorenzis L, Nanni A, La Tegola A, Flexural and Shear Strengthening of Reinforced Concrete Structures Near Surface Mounted FRP Rods[C]. In:Proceedings of the 3th International Conference on Advanced Composite Materials in Bridges and Structures, Ottawa, Canada,2000:521-528.
[40]Arduini M, Gottardo R, De Riva F. FRP Rods for Flexural Reinforcement of Existing Beams: Experimental Research and Applications[C].In:Proceedings of the International Conference on FRP Composites in Civil Engineering,2001,2:1051-1058.
[41]Taljsten B, Carolin A, Nordin H. Concrete Structures Strengthened with Near Surface Mounted Reinforcement of CFRP [J]. Advances in Structural Engineering,2003,6(3):201-213.
[42]Hassan T K, Rizkalla S H. Investigation of Bond in Concrete Structures Strengthened with Near Surface Mounted Carbon Fiber Reinforced Polymer Strips [J]. Journal of Composites for Construction, 2003,7(3):248-257.
[43]HassanT K, Rizkalla S H. Bond Mechanism of Near-surface-mounted Fiber-reinforced Polymer Bars for Flexural Strengthening of Concrete Structures [J]. ACI Structural Journal,2004,101(6):830-839.
[44]Barros J A O, Fortes A S. Flexural Strengthening of Concrete Beams with CFRP Laminates Bonded into Slits [J]. Cement &Concrete Composites,2005,27(4):471-480.
[45]Teng J G, De Lorenzis L, Wang B, Li R, Wong T N, Lam L. Debonding Failures of RC Beams Strengthened with Near Surface Mounted CFRP Strips [J]. Journal of Composites for Construction, 2006,10(2):92-105.
[46]De Lorenzis L, Nanni A. Characterization of FRP Rods as Near-surface Mounted Reinforcement [J]. Journal of Composites for Construction,2001,5(2):114-121.
[47]De Lorenzis L. Nanni A. Shear Strengthening of Reinforced Concrete Beams with Near-surface Mounted Fiber-Reinforced Polymer Rods [J]. ACI Structural Journal,2001,98(1):60-68.
[48]Barros J A O, Dias S J E. Near Surface Mounted CFRP Laminates for Shear Strengthening of Concrete Beams [J]. Cement &Concrete Composites,2006,28(3):276-292.
[49]Bairos J A O, Ferreira D R S M, Fortes A S, Dias S J E. Assessing the Effectiveness of embedding CFRP Laminates in the Near Surface for Structural Strengthening[J]. Construction and Building Materials,2006,20 (7):478-491.
[50]Barros J A O, Dias S J E, Lima J L T. Efficacy of CFRP-based Techniques for the Flexural and Shear Strengthening of Concrete Beams[J]. Cement &Concrete Composites,2007,29(3):203-217.
[51]李荣,滕锦光,岳清瑞.嵌入式CFRP板条-混凝土界面粘结性能的试验研究[J].工业建筑,2005,35(8)：31-34.
[52]周延阳.混凝寸表层嵌贴CFRP板粘结机理研究[D].杭州：浙江大学,2005.
[53]周朝阳,胡志海,贺学军,李蓓.内嵌式碳纤维板条与混凝寸粘结性能的拉拔实验[J].中南大学学报,2007,38(2)：357-361.
[54]廖志刚.FRP复合材料与混凝寸的粘结性能有限元分析[D].杭州：浙江大学,2008.
[55]吴浩淼.表面内嵌FRP筋加固钢筋混凝土梁粘结性能与抗弯性能研究[D].沈阳：沈阳建筑大学,2010.
[56]陈俊敏.表层嵌贴CFRP板条混凝土界面粘结性能的研究[D].长沙：长沙理工大学,2012.
[57]吴以莉,姚谏,朱晓旭.内嵌CFRP加固混凝土梁粘结性能试验分析[J].建筑技术,2010,41(5)：454-456.
[58]周朝阳,李毅卉,贺学军.T形截面钢筋混凝寸梁内嵌FRP加固后抗弯承载力计算[J].铁道科学与工程学报,2005,2(4)：50-53.
[59]周朝阳,向传家,贺学军.内嵌FRP加固钢筋混凝土梁的受弯承载力分析[J].建筑结构,2006,36(12)：19-21.
[60]袁霓绯,姚谏.钢筋混凝土梁表层嵌贴CFRP板抗弯承载力研究[J].工业建筑,2006,36(10)：104-106.
[61]丁亚红,张春生,曾宪桃,徐平,宋城.内嵌CFRP筋抗弯加固混凝土梁试验研究[J].建玻璃钢/复合材料,2009,(4)：17-20.
[62]孙平平,申士军,叶良.内嵌FRP板钢筋混凝土梁试验研究[J].四川建筑科学研究,2013,39(3)：86-88.
[63]王天稳,尹志强.FRP筋NSM加同混凝土构件二次受力时抗弯承载力计算方法[J].武汉大学学报,2005,38(4)：55-58.
[64]丁亚红,王兴国,曾宪桃.内嵌碳纤维板条加固混凝土受弯构件[J].公路,2006,(2)：32-35.
[65]曾宪桃,段敬民,丁亚红.内嵌预应力碳纤维增强塑料筋混凝寸梁正截面承载力计算[J].工程力学,2006,23(增刊Ⅱ)：112-116.
[66]王韬.钢筋混凝土表层嵌贴CFRP的抗弯加固性能研究[D].杭州：浙江大学,2005.
[67]宾羽匕.表层嵌贴CFRP板条加固混凝土梁抗弯性能试验研究[D].南京：南京理工大学,2007.
[68]赵君君.碳纤维板嵌入式加固钢筋混凝土梁抗弯性能的试验研究[D].南宁:广西大学,2007.
[69]丁亚红,张春生.内嵌预应力碳纤维筋加固混凝十梁受力性能试验研究[J].建筑结构学报,2012,33(2)：128-134.
[70]丁杨勇,谢标云,周丕健.表层嵌贴碳纤维筋加固钢筋混凝寸梁受弯性能试验研究[J].建筑结构学报,2010,(增刊2)：243-248.
[71]任振华,曾宪桃,刘汉龙,周丰峻.复合内嵌碳纤维筋和预应力螺旋肋钢筋加固混凝土梁试验[J].河南大学学报,2012,40(2)：370-375.
[72]罗志.碳纤维板“嵌入式”加同钢筋混凝土少筋梁受弯性能试验研究[D].南昌：华东交通大学,2012.
[73]淳庆,张样,潘建伍.嵌入式碳纤维板加固木梁抗弯性能的试验研究[J].东南大学学报,2012,42(6)：1146-1150.
[74]徐平,张敏霞,丁亚红,王兴国.内嵌法加固混凝土梁抗弯试验研究[J].建筑结构,2010,40(增刊)：409-411.
[75]张立伟.嵌入式预应力CFRP筋抗弯加固混凝土梁试验研究[D].南京：东南大学,2009.
[76]贺学军,周朝阳,徐玲.内嵌CFRP板条加固混凝寸梁的抗弯性能试验研究[J].土木程学报,2008,41(12)：14-20.
[77]曾宪桃,任振华,赵普,丁亚红.表层内嵌桁架螺旋肋筋加固混凝土梁抗弯试验研究[J].土木工程学报,2010,43(1)：64-69.
[78]王兴国,王文华,姚小平.嵌入CFRP片材加固RC梁非线性全过程分析[J].玻璃钢/复合材料,2009,(2)：11-13.
[79]吴刚,罗云标,吴智深,张敏,胡显奇.钢—连续纤维复合筋(SFCB)嵌入式加固混凝土梁试验研究[J].工程抗震与加固改造,2009,31(1)：8-13.
[80]侯淑亮CFRP筋嵌入式加固钢筋混凝土梁受弯性能研究[D].吉林：吉林建筑工程学院,2011.
[81]贾庆扉.混凝土表层嵌贴CFRP板条的抗剪加固试验研究[D].杭州：浙江大学,2006.
[82]樊烽,姚谏.有腹筋RC梁表层嵌贴CFRP板的抗剪加固试验研究[J].科技通报,2007,23(4)：582-586.
[83]刘国瑞.表面内嵌FRP加固混凝土梁抗剪性能研究[D].沈阳：沈阳建筑大学,2011.
[84]蒋元平,青光绪CFRP加固钢筋混凝土梁的挠度计算[J].中国西部科技,2009,8(6)：1-3.
[85]孙建敏,赵晓华.考虑二次加载时碳纤维布加固混凝土梁挠度的简化计算方法[J].四川建筑科学研究,2004,30(3)：50-52.
[86]姜新佩,王小燕,刘丽娜.预应力碳纤维加固RC梁挠度和裂缝计算[J].河北工程大学学报,2008,25(4)：10-13.
[87]庄江波,叶列平,鲍轶洲,伍杨波CFRP布加固混凝土梁的裂缝分析与计算[J].东南大学学报, 2006,36(1)：86-91.
[88]蔺新艳,张雷顺,曹双寅.FRP加固钢筋混凝土受弯构件裂缝计算模式[J].特种结构,2006,23(4)：93-95.
[89]李趁趁,高丹盈等.碳纤维布增强钢筋混凝土梁正截面抗裂性能的研究[J].工业建筑,2004,(增刊)：111-115
[90]华明CFRP加固矩形截面钢筋混凝土梁刚度、裂缝研究.东南大学硕士论文.2006.
[91]刘其伟,华明,翟瑞兴等CFRP加固钢筋混凝土梁裂缝研究[J].公路交通科技,2007,24(2)：79-84.
[92]飞渭,江世永等.预应力碳纤维布加固混凝寸受弯构件正截面承载力分析[J].四川建筑科学研究,2003,29(3)：42-45.
[93]飞渭,江世永等.预应力碳纤维布加固混凝寸受弯构件试验研究[J].四川建筑科学研究,2003,29(2)：56-60.
[94]尚守平,彭晖等.预应力碳纤维布材加固混凝土受弯构件的抗弯性能研究[J].建筑结构学报,2003,(5)：24-30.
[95]彭晖,尚守平等.预应力碳纤维布加固受弯构件的施工艺[J].西部探矿工程,2004,(1)：56-58.
[96]张坦贤,吕西林,肖丹,石家峰.预应力碳纤维布加固一次二次受力梁抗弯试验全过程理论分析[J].结构工程师,2005,21(2)：43-49.
[97]李庆伟,杨勇新,岳清瑞,陈龙华,张清海.预应力碳纤维布加固混凝土梁锚固方式试验研究[J].工业建筑,2006,36(4)：9-11.
[98]曾祥蓉,江世永,王薇,陈进.预应力碳纤维布加固混凝土梁非线性有限元分析[J].湖南科技大学学报(自然科学版),2004,19(3)：63-66.
[99]岳清瑞,李庆伟,杨勇新.预应力碳纤维布放张时受力性能分析[J].工业建筑,2006,36(4)：1-4.
[100]戴绍斌,朱健.预应力碳纤维筋混凝土梁张拉损失的试验研究[J].武汉理工大学学报,2004,26(3)：70-72.
[101]王玉清,刘曙光,王猛.碳纤维布提高钢筋混凝土梁刚度的试验研究与计算[J].内蒙古工业大学学报,2006,25(1)：61-65.
[102]张坦贤,吕西林,肖丹,石家峰.预应力碳纤维布加固一次二次受力梁抗弯试验研究[J].结构工程师,2005,21(1)：34-40.
[103]田水,谷倩.碳纤维布预应力补强加固钢筋混凝土梁受力性能研究[J].工业建筑,2005,35(6)：88-91.
[104]梅力彪,张俊平.预应力碳纤维板加固混凝土梁的粘结锚固性能试验研究[J].工业建筑,2006,36(4)：15-18.
[105]叶列平,庄江波,曾攀,周小蓉.预应力碳纤维布加固钢筋混凝土T形梁的试验研究[J].工业建筑,2005,35(8)：7-12.
[106]彭飞飞,江世永,谢孝等.预应力CFRP加固混凝土梁不卸荷时的受弯性能试验研究[J].四川建筑科学研究,2003,29(2)：39-42.
[107]曾祥蓉,江世永,陈进等.不卸载时预应力碳纤维布加固混凝十梁有限元分析[J].四川建筑科学研究,2005,31(3)：60-62.
[108]曾攀,沙吾列提·拜开依,叶列平等.预应力CFRP布加固混凝土梁的受弯承载力分析[J].广东建材,2006,3：116-120.
[109]陈华,邓朗妮,张鹏.预应力CFRP板加固混凝土梁挠度计算方法[J].桂林理工大学学报,2010,30(2)：236-239.
[110]陈军.预应力碳纤维布加固钢筋混凝寸梁抗弯性能[D].绵阳：西南科技大学,2012.
[111]蒋定,杨威,安琳.预应力CFRP布加固梁的疲劳试验研究[J].湖南科技大学学报,2011,26(2)：63-68.
[112]艾军,单岗,王侠伟等.预应力CFRP布加固损伤RC梁的动力特性研究[J].振动与冲击,2011,26(2)：119-123.
[113]赵文杰,李晓克,赵顺波.预应力CFRP加固钢筋混凝土梁的受力试验[J].人民黄河,2012,34(6)：136-138.
[114]钱伟.预应力碳纤维布加固损伤钢筋混凝寸梁的受力性能[D].郑州：郑州大学,2007.
[115]中华人民共和国国家标准.混凝土结构试验方法标准(GB50152-92)[S].北京：中国建筑工业出版社,1992.
[116]中华人民共和国国家标准.混凝土结构设计规范(GB50010-2010)[S].北京：中国建筑工业出版社,2011.
[117]American Concrete Institute Committee-440.2R-02.Guide for Design and Construction of Externally Bonded FRP Systems for Strengthening Concrete Structure[R],2002, ACI:Farmington Hills. Mich.p.45.
[118]翟爱良,肖建庄,田洪臣CFRP提高钢筋混凝寸梁抗弯刚度的分析与近似计算[J].结构工程师,2003,(2)：50-54.
[119]李志成,邱飞,朱家祥.碳纤维布加固钢筋混凝土梁挠度的计算方法[J].解放军理工大学学报,2002,(4)：74-76.
[120]杨勇新,岳清瑞.碳纤维布加固钢筋混凝土梁截面刚度计算[J].工业建筑,2001,31(9)：1-4.
[121]孙建敏、赵晓华.考虑二次加载时碳纤维布加固混凝土梁挠度的简化计算方法[J],四川建筑科学研究,2004,30(9)：50-52.
[122]田水,谷倩,张海涛.碳纤维布补强加固钢筋混凝土梁的刚度计算方法[J].武汉理工大学学报,2004,26(12)：49-51.
[123]韩燕.碳纤维布加固混凝土梁变形及刚度分析[D],江苏大学,2006.
[124]中华人民共和国行业标准.公路钢筋混凝土及预应力混凝土桥涵设计规范(JTG D62-2004)[S].北京：人民交通出版社,2004.
[125]东南大学,天津大学等.混凝土结构[S].北京：中国建筑工业出版社,2005.
[126]徐有邻.各类钢筋粘结锚固性能的分析比较[J].福州大学学报,1996,24(增刊)：69-75.