钢板-混凝土组合加固混凝土T梁的抗弯性能试验

王春生; 袁卓亚; 郭晓宇; 高珊; 任腾先

doi:10.19818/j.cnki.1671-1637.2010.06.006

钢板-混凝土组合加固混凝土T梁的抗弯性能试验

doi: 10.19818/j.cnki.1671-1637.2010.06.006

1.
长安大学桥梁与隧道陕西省重点实验室, 陕西西安 710064
2.
西安公路研究院, 陕西西安 710054

基金项目:

陕西省交通科技项目 07-03K

详细信息

作者简介:
王春生(1972-), 男, 黑龙江绥化人, 长安大学教授, 工学博士, 从事桥梁工程研究

中图分类号: U445.72
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出版历程
- 收稿日期: 2010-10-12
- 刊出日期: 2010-12-25

Flexural behavior experiment of reinforced concrete T-beams with steel plate-concrete composite strengthening

1.
Key Laboratory for Bridge and Tunnel Engineering of Shaanxi Province, Chang'an University, Xi'an 710064, Shaanxi, China
2.
Xi'an Highway Research Institute, Xi'an 710054, Shaanxi, China

Article Text (Baidu Translation)

摘要

摘要: 设计了4根钢板-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。采用荷载传感器、位移计和应变计, 分别测量了加载过程中试验梁的荷载、挠度、应变、裂缝的产生和发展、新老混凝土界面与钢板-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、数值模拟与理论分析结果。分析结果表明: 钢板-混凝土组合加固可使混凝土T梁极限抗弯承载力提高约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、数值模拟与理论计算结果均表明钢板-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。
- 桥梁工程 /
- 钢筋混凝土T梁 /
- 钢板-混凝土组合加固 /
- 极限抗弯承载能力 /
- 相对滑移 /
- 塑性破坏
Abstract: The flexural behaviors and failure modes of four reinforced concrete T-beams with steel plate-concrete composite strengthening were investigated. The major design parameters included damage level and bar-planted space. The loads, deflections, strains, cracks of test T-beams, the slippages between new and existing concretes, and the slippages between steel plates and new concretes were respectively measured by using load, deformation sensors and strain gauges. The ultimate bending capacities of test T-beams were simulated by using finite element software ANSYS, and were analyzed by using plastic method. The simulation values, theoretical calculation values and test values were compared. Comparison result shows that the ultimate bending capacities of the T-beams increase by two times. The influence degrees of damage levels and bar-planted spaces on the ultimate bending capacities are about 4%. The longitudinal slippages between the original and new concretes increase with the increments of bar-planted spaces. The maximal absolute differences among the simulation values, theoretical calculation values and test values are 9%, so steel plate-concrete composite strengthening method is feasible.
- bridge engineering /
- reinforced concrete T-beam /
- steel plate-concrete composite strengthening /
- ultimate bending capacity /
- relative slippage /
- plastic failure

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图 1 试验T梁

Figure 1. Test T-beam

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图 2 加载装置

Figure 2. Loading device

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图 3 测点布置

Figure 3. Arrangement of measuring points

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图 4 跨中弯矩-挠度曲线

Figure 4. Mid-span moment-deflection curves

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图 5 跨中纵向应变曲线

Figure 5. Mid-span longitudinal strain curves

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图 6 跨中弯矩-钢板应变曲线

Figure 6. Curves of mid-span moments and strains of steel plates

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图 7 跨中弯矩-混凝土应变曲线

Figure 7. Curves of mid-span moments and strains of concretes

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图 8 跨中弯矩-钢筋应变曲线

Figure 8. Curves of mid-span moments and strains of steel bars

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图 9 导杆引伸仪布置

Figure 9. Location of slippage instruments

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图 10 剪力-新老混凝土纵向滑移曲线

Figure 10. Curves of shearing forces and longitudinal slippagesof new and existing concretes

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图 11 剪力-钢板与加固混凝土纵向滑移曲线

Figure 11. Curves of shearing forces and longitudinal slippages of steel plates and new concretes

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图 12 预压裂缝分布

Figure 12. Preloading crack distributions

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图 13 弯曲破坏形态

Figure 13. Bending failure mode

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图 14 裂缝分布

Figure 14. Crack distributions

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图 15 试验T梁有限元模型

Figure 15. Finite element model of test T-beam

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图 16 弯矩-挠度对比曲线

Figure 16. Comparison of moment-deflection curves

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图 17 抗弯承载力计算图式

Figure 17. Calculation diagrams of bending capacity

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表 1 T梁设计参数

Table 1. Design parameters of T-beams

试件编号	植筋间距/mm	栓钉间距/mm	预压荷载/kN	剪跨长度/mm
RCB-1			55.7	1 825
RCB-2			111.8	1 825
SPCCSB-1	100/150	100/150		1 825
SPCCSB-2	200	100/150		1 825
SPCCSB-3	100/150	100/150		1 825
SPCCSB-4	100/150	100/150		1 825

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表 2 材料特性

Table 2. Material properties

材料类型	规格	屈服强度/MPa	极限强度/MPa
钢筋	Φ16	412	612
	Φ14	419	617
	f6	310	410
钢板	Q235-B	273	390
栓钉	f10×55	310	460

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表 3 试验结果

Table 3. Test result

试件编号	M_cr/ (kN·m)	M_spy/ (kN·m)	M_ry/ (kN·m)	M_u/ (kN·m)	w_spy/mm	w_ry/mm	w_u/mm	M_spy/M_u	M_ry/M_u
RCB-2	21.1		99.1	102.0		15.04	37.60		0.97
SPCCSB-1	49.4	277.2	310.9	326.0	22.43	38.99	61.13	0.85	0.95
SPCCSB-2	52.7	277.2	290.9	313.0	24.16	28.23	60.40	0.89	0.93
SPCCSB-3	37.8	267.7	313.0	317.7	22.58	60.31	64.88	0.84	0.99
SPCCSB-4	28.6	280.5	296.0	338.8	21.55	24.24	65.16	0.83	0.87

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表 4 有限元计算结果与试验结果对比

Table 4. Comparison of finite element computation result and test result

试件编号	M_spy/ (kN·m)		计算值与试验值之比	M_ry/ (kN·m)		计算值与试验值之比	M_u/ (kN·m)		计算值与试验值之比
试件编号	试验值	计算值	计算值与试验值之比	试验值	计算值	计算值与试验值之比	试验值	计算值	计算值与试验值之比
SPCCSB-1	277.2	279.2	1.01	310.9	285.6	0.92	326.0	309.3	0.95
SPCCSB-2	277.2	279.2	1.01	290.9	285.6	0.98	313.0	309.3	0.99
SPCCSB-3	267.7	279.2	1.04	313.0	285.6	0.91	317.7	309.3	0.97
SPCCSB-4	280.5	279.2	1.00	296.0	285.6	0.96	338.8	309.3	0.91

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表 5 计算值与试验值对比

Table 5. Comparison of test values and computation values

试件编号	M_u/ (kN·m)		理论计算值与试验值之比
试件编号	试验值	理论计算值	理论计算值与试验值之比
SPCCSB-1	326.04	309.6	0.95
SPCCSB-2	312.99	309.6	0.99
SPCCSB-3	317.73	309.6	0.97
SPCCSB-4	338.81	309.6	0.91

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