东南大学学报（英文版）
東南大學學報（英文版）
동남대학학보（영문판）
JOURNAL OF SOUTHEAST UNIVERSITY
2014年
1期
77-83
,共7页
潘金龙%王路平%袁方%黄毅芳
潘金龍%王路平%袁方%黃毅芳
반금룡%왕로평%원방%황의방
锈蚀钢筋混凝土梁%FRP%加固%数值分析%受弯性能
鏽蝕鋼觔混凝土樑%FRP%加固%數值分析%受彎性能
수식강근혼응토량%FRP%가고%수치분석%수만성능
corroded%reinforced concrete beam%FRP%fiber reinforced polymer%strengthening%numerical%analysis flexural behavior
采用 Ansys 有限元软件对8根不同锈蚀率的 FRP 片材加固钢筋混凝土梁的受弯性能进行数值分析，研究纵筋锈蚀率对 FRP 加固梁的裂纹开展、破坏模式、承载能力以及延性和变形能力的影响．研究结果表明：低钢筋锈蚀率的梁发生受压区混凝土压碎破坏；中等锈蚀率的梁钢筋屈服后，钢筋与混凝土界面发生黏结滑移，最后FRP 剥离破坏；高锈蚀率的梁钢筋没有达到屈服强度便发生黏结滑移，最后发生受压区混凝土压碎破坏．钢筋锈蚀越严重，FRP 加固钢筋混凝土梁的承载力降低得越多．试件 RCB-1（锈蚀率为0）的承载力为115 kN，而试件RCB-7（锈蚀率为20％）的承载力仅为42 kN．与 FRP 加固未锈蚀的钢筋混凝土梁相比，FRP 加固锈蚀钢筋混凝土梁的变形能力较高．试件 RCB-1和试件 RCB-7的最大跨中挠度分别为20 mm 和35 mm，而试件 RCB-5（锈蚀率为10％）的最大跨中挠度达到了60 mm．
採用 Ansys 有限元軟件對8根不同鏽蝕率的 FRP 片材加固鋼觔混凝土樑的受彎性能進行數值分析，研究縱觔鏽蝕率對 FRP 加固樑的裂紋開展、破壞模式、承載能力以及延性和變形能力的影響．研究結果錶明：低鋼觔鏽蝕率的樑髮生受壓區混凝土壓碎破壞；中等鏽蝕率的樑鋼觔屈服後，鋼觔與混凝土界麵髮生黏結滑移，最後FRP 剝離破壞；高鏽蝕率的樑鋼觔沒有達到屈服彊度便髮生黏結滑移，最後髮生受壓區混凝土壓碎破壞．鋼觔鏽蝕越嚴重，FRP 加固鋼觔混凝土樑的承載力降低得越多．試件 RCB-1（鏽蝕率為0）的承載力為115 kN，而試件RCB-7（鏽蝕率為20％）的承載力僅為42 kN．與 FRP 加固未鏽蝕的鋼觔混凝土樑相比，FRP 加固鏽蝕鋼觔混凝土樑的變形能力較高．試件 RCB-1和試件 RCB-7的最大跨中撓度分彆為20 mm 和35 mm，而試件 RCB-5（鏽蝕率為10％）的最大跨中撓度達到瞭60 mm．
채용 Ansys 유한원연건대8근불동수식솔적 FRP 편재가고강근혼응토량적수만성능진행수치분석，연구종근수식솔대 FRP 가고량적렬문개전、파배모식、승재능력이급연성화변형능력적영향．연구결과표명：저강근수식솔적량발생수압구혼응토압쇄파배；중등수식솔적량강근굴복후，강근여혼응토계면발생점결활이，최후FRP 박리파배；고수식솔적량강근몰유체도굴복강도편발생점결활이，최후발생수압구혼응토압쇄파배．강근수식월엄중，FRP 가고강근혼응토량적승재력강저득월다．시건 RCB-1（수식솔위0）적승재력위115 kN，이시건RCB-7（수식솔위20％）적승재력부위42 kN．여 FRP 가고미수식적강근혼응토량상비，FRP 가고수식강근혼응토량적변형능력교고．시건 RCB-1화시건 RCB-7적최대과중뇨도분별위20 mm 화35 mm，이시건 RCB-5（수식솔위10％）적최대과중뇨도체도료60 mm．
The flexural behavior of eight FRP fiber reinforced polymer strengthened RC reinforced concrete beams with different steel corrosion rates are numerically studied by Ansys finite element software.The influences of the corrosion rate on crack pattern failure mechanism ultimate strength ductility and deformation capacity are also analyzed.Modeling results show that the beams with low corrosion rates fail by the crushing of the concrete in the compression zone.For the beams with medium corrosion rates the bond slip between the concrete and the longitudinal reinforcement occurs after steel yielding and the beams finally fail by the debonding of the FRP plates.For the beams with high corrosion rates the bond slip occurs before steel yielding and the beams finally fail by the crushing of the concrete in the compression zone.The higher the corrosion rates of the longitudinal reinforcement the more the carrying capacity of FRP strengthened RC beams reduces.The carrying capacity of RCB-1 the corrosion rate is 0 is 115 kN and the carrying capacity of RCB-7 the corrosion rate is 20% is 42 kN.The deformation capacity of FRP strengthened corroded RC beams is higher than that of FRP strengthened uncorroded RC beams. The ultimate deflection of RCB-1 and RCB-7 are 20 mm and 35 mm respectively and the ultimate deflection of RCB-5 the corrosion rate is 10% reaches 60 mm.
