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1、第10卷null 第6期2010年12月交 通 运 输 工 程 学 报Journal of Traffic and T ransport ation EngineeringVolnull 10 null Nonull6Dec. 2010l : 2010null10null12 : 8 Y S / ( 07null03K)T e : = 3 ( 1972null) ,3 , C , v q , p V ,V Y B b c I | : 1671null1637( 2010) 06null0032null09 null r F F % r T F ? k 王春生1,袁卓亚2,郭晓宇1,高null
2、珊1,任腾先1( 1null v B 8 L i , null 710064; 2null , null 710054)K null 1 :设计了4根钢板null混凝土组合加固混凝土 T 梁进行抗弯承载力试验,试件的主要设计参数包括损伤程度和植筋间距b采用荷载传感器a位移计和应变计, 分别测量了加载过程中试验梁的荷载a挠度a应变a裂缝的产生和发展a新老混凝土界面与钢板null加固混凝土界面的纵向滑移,采用有限元软件 ANSYS 分析了试件的受力性能,采用塑性方法研究了试件的极限抗弯承载力, 并对比了模型试验a数值模拟与理论分析结果b分析结果表明:钢板null混凝土组合加固可使混凝土 T 梁极限
3、抗弯承载力提高约 2倍,植筋间距与原梁弯曲损伤程度对组合加固 T 梁的极限抗弯承载力影响约为4%, 植筋间距越大, 新老混凝土界面纵向相对滑移越大,极限抗弯承载力的数值计算值和理论计算值与试验值最大相对差值为9% ,因此,模型试验a数值模拟与理论计算结果均表明钢板null混凝土组合加固可显著提高混凝土 T 梁的极限抗弯承载力b1 o M :桥梁工程;钢筋混凝土T梁;钢板null混凝土组合加固;极限抗弯承载能力;相对滑移;塑性破坏 m s | : U 445. 72 null null null D S : AFlexural behavior experiment of reinforced
4、concrete Tnullbeams withsteel platenullconcrete composite strengtheningWANG Chunnullsheng 1, YU AN Zhuonullya2, GU O Xiaonullyu1, GAO Shan1 , REN T engnullxian1( 1. Key Laboratory for Bridge and Tunnel Engineering of Shaanxi Province, Changnullan University, Xinullan 710064,Shaanxi, China; 2. Xinull
5、an H ighway Research Institute, Xinullan 710054, Shaanxi, China)Abstract: The flexural behaviors and failure modes of four reinforced concrete Tnullbeams w ith steel platenullconcrete composite strengthening were investigated. The major design parameters included damage leveland barnullplanted space
6、. The loads, deflections, strains, cracks of test Tnullbeams, the slippages betweennew and existing concretes, and the slippages betw een steel plates and new concretes were respectivelymeasured by using load, deformation sensors and strain gauges. The ultimate bending capacities of testTnullbeams w
7、 ere simulated by using finite element softw are ANSYS, and w ere analyzed by using plasticmethod. The simulation values, theoretical calculation values and test values were compared.Comparison result show s that the ultimate bending capacities of the Tnullbeams increase by two times. Theinfluence d
8、egrees of damage levels and barnullplanted spaces on the ultimate bending capacities are about4%. The longitudinal slippages between the original and new concretes increase with the increments ofbarnullplanted spaces. The maximal absolute differences among the simulation values, theoreticalcalculati
9、on values and test values are 9%, so steel platenullconcrete composite strengthening method isfeasible. 5 tabs, 17 figs, 14 refs.Key words: bridge engineering; reinforced concrete Tnullbeam; steel platenullconcrete compositestrengthening; ultimate bending capacity; relative slippage; plastic failure
10、Authorresume: WANG Chunnullsheng( 1972null) , male, professor, PhD, + 86null29null82334830, wcs2000wcs163. com .0null null S Y Y r / r ;| F ? / bk 4 null r F F % k ( ? 3 w , ? C C , w n m 13, k s n m 14b4null E T s F % - r ( L 8 Solid65 E ,F 2H , | n= 2; cu r K M , | 0null003 3; f cu, k r Z 8 F S ,|
11、 L ( b: _ s 1 L null M w L b X , V r T nulls = E s s s & ynully y s & u(2)T : nulls M s ; y y M ; nully y ; u K M b null r F F % r T K n m 15, s Y V E E , | 9 s 3 184 3 664 , k F 9 F Z T E bk t null6 w L9 k 1 n m 16b 8 A , K 9 k , y / K ? z E null r F F % k s ? , # F % s ! 9 H ,V 9 L B F % K F ? bk F % K 9 k 1 n V 4, V A K 9 k M 10% ,9 k T bm 15null k T K Fig. 15null Finite elem ent model of test Tnullbeamm 16null null6 1 w LFig. 16null Com parison of momen tnulldeflection curves5null 9 T s G k + , null r F
