预应力碳纤维板加固钢⁃混凝土组合连续梁负弯矩区试验

doi:10.13229/j.cnki.jdxbgxb20180432

Abstract

Abstract:

To investigate the flexural behavior of continuous steel-concrete composite beams strengthened with prestressed carbon fiber-reinforced polymer (CFRP) plates in negative moment region, three 6.2 m two-span continuous beams were tested to failure. The specimens included two strengthened beams and one unstrengthened control beam, which had steel box-concrete composite section. The CFRP plates were prestressed to 20% and 35% of the tensile strength respectively by an innovative fabricated anchorage system and installed over the top surface of the concrete slabs. Experimental results show that the ultimate flexural capacity of the central support sections increased 19.4% and 28.5% respectively by the use of prestressed CFRP plates. The crack resistance in the negative moment region was enhanced significantly. The strengthening contributes to the decrease of the mid-span deflection and crack width under service condition, while improving the ultimate deformation at failure stage. The strain distribution along the cross-section conforms to plane-section assumption. The calculation method of the ultimate flexural capacity for central support section is proposed. Good agreement between experimental and theoretical results is achieved.

Key words: bridge engineering, flexural behavior, prestressed carbon fiber?reinforced polymer(CFRP) plate, composite structure, negative moment region, crack resistance, secondary load

CLC Number:

U445.7

Shi⁃cheng WAN,Qiao HUANG,Jian GUAN,Zhao⁃yuan GUO. Strengthening of continuous steel⁃concrete composite beams in negative moment region using prestressed carbon fiber⁃reinforced polymer plates[J].Journal of Jilin University(Engineering and Technology Edition), 2019, 49(4): 1114-1123.

Figures/Tables 19

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Table 6

Parameter determination of ultimate flexural capacity"

参数	取值	参数	取值
$ε f$ /10^-6	6454	$b s l$ /mm	200
$A p f$ /mm²	150	$t'$ , $t w$ , $t$ /mm	10
$f s k$ /MPa	351	$h d$ /mm	100
$A s$ /mm²	502.65	$h s$ /mm	180
$f k$ , $f' k$ /MPa	283	$h$ /mm	280
$b s u$ /mm	80	$a f$ /mm	3.5

Table 6

Table 7

References 18

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试件编号	加固方式	碳纤维板规格		实测初始裂缝/mm	预应力水平/%	张拉力/kN	有效预应力/MPa	锚固方式
试件编号	加固方式	宽度/mm	厚度/mm	实测初始裂缝/mm	预应力水平/%	张拉力/kN	有效预应力/MPa	锚固方式
USC?1	不加固	-	-	-	-	-	-	-
RSC?1	预应力加固	50	3	0.20	20	72	502	端部锚具+树脂粘结
RSC?2	预应力加固	50	3	0.21	35	126	864	端部锚具+树脂粘结

试验材料	型号	屈服/抗压/抗拉强度/MPa	弹性模量 /MPa
钢梁	Q235	283	2.05×10⁵
混凝土板	C40	51.2	3.28×10⁴
向钢筋	HPB300	351	2.11×10⁵
碳纤维板	WSB?TB	2450	1.62×10⁵
环氧结构胶	WSB?QT	40.3	2.60×10³

试件编号	碳纤维板初始应变/με	屈服荷载/kN		极限荷载 /kN	最大裂缝宽度/mm	最大跨中挠度/mm	碳纤维板应变增量/με	碳纤维板应变总量/με
试件编号	碳纤维板初始应变/με	跨中截面	中支点截面	极限荷载 /kN	最大裂缝宽度/mm	最大跨中挠度/mm	碳纤维板应变增量/με	碳纤维板应变总量/με
USC?1	-	303.6	351.3	480.8	3.01	22.98	-	-
RSC?1	3101	326.6	428.1	523.2	1.75	20.06	3353	6454
RSC?2	5336	351.3	434.1	560.0	0.92	27.40	3829	9165

试件编号	极限状态支座反力/kN		抗弯极限承载力/(kN·m)		承载力提高系数/%		弯矩调幅系数/%
试件编号	中支座	边支座	中支点截面	跨中截面	中支点截面	跨中截面	中支点截面	跨中截面
USC?1	586.0	187.8	157.8	281.7	—	—	41.7	-25.0
RSC?1	648.8	198.8	188.4	298.2	19.4	5.9	36.0	-21.6
RSC?2	695.2	212.4	202.8	318.6	28.5	13.1	35.6	-21.4

试件编号	抗弯极限承载力/（kN·m）		理论值/试验值
试件编号	理论值	试验值	理论值/试验值
USC?1	147.4	157.8	0.934
RSC?1	175.7	188.4	0.933
RSC?2	187.0	202.8	0.922

Strengthening of continuous steel⁃concrete composite beams in negative moment region using prestressed carbon fiber⁃reinforced polymer plates

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