预应力钢丝绳加固钢筋混凝土梁桥抗剪性能

doi:DOI:10.13229/j.cnki.jdxbgxb20180428

Abstract

Abstract:

Twenty?four reinforced concrete beams were tested to shear failure. The mechanism of shear strengthening was investigated. The influence of the beam design parameters, Loading level of original beam, damage degree of original beam and arrangement of wire rope，on shear strength was investigated. The results show that ropes can effectively delay shear crack development, limit diagonal crack growth, and increase the ultimate shear capacity. The action mechanism of steel wire rope to increase shear capacity is similar to that of web reinforcement in reinforced concrete beams. The design parameters of the original beam have obvious influence on the effect of shear reinforcement; with the increase of loading level, the degree of improvement of shear ultimate bearing capacity gradually decreases; the damage degree of the original beam has some influence on the effect of shear reinforcement. When the crack of the original beam is less than 0.2 mm, the effect of glue injection is not ideal and the increase is small. When the width is more than 0.2 mm, the effect of glue injection is improved and the bearing capacity is improved. However, when the crack width is greater than 0.5 mm, the reinforcement effect is in a stable stage; the U?shaped beam is better than the oblique beam; and the U?shaped beam is better than the U?shaped closed beam.

Key words: road engineering, steel wire ropes, shear strengthening, externally prestressed, reinforced concrete beam

CLC Number:

U446.1

Tian⁃lai YU,Hai⁃sheng LI,Wei HUANG,Si⁃jia WANG. Shear strengthening of reinforced concrete beam with prestressed steel wire ropes[J].Journal of Jilin University(Engineering and Technology Edition), 2019, 49(4): 1134-1143.

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编号	剪跨比	原梁配筋率/%	RC强度等级	原梁配箍率/%	原梁损伤程度	预应力布筋间距/mm	预加力 /MPa	目的
D1	1.3	2.0	C30	0.35	70%?卸载	-	-	基准梁
B2	1.3	1.0	C30	0.35	70%?卸载	250	822	原梁配筋率的影响
B3	1.3	1.5	C30	0.35	70%?卸载	250	822	原梁配筋率的影响
B4	1.3	2.0	C30	0.35	70%?卸载	250	822	原梁配筋率、混凝土标号的影响
B5	1.3	2.7	C30	0.35	70%?卸载	250	822	原梁配筋率的影响
B6	1.3	2.0	C25	0.35	70%?卸载	250	822	混凝土标号的影响
B7	1.3	2.0	C40	0.35	70%?卸载	250	822	混凝土标号的影响
D2	2	2.0	C30	0.35	70%?卸载	-	-	基准梁
B10	2	2.0	C30	0.35	70%?卸载	250	822	原梁配箍率、原梁损伤程度、布筋间距的影响
B11	2	2.0	C30	0.20	70%?卸载	250	822	原梁配箍率的影响
B12	2	2.0	C30	0.50	70%?卸载	250	822	原梁配箍率影响
B13	2	2.0	C30	0.35	50%?卸载	250	822	原梁损伤程度的影响
B14	2	2.0	C30	0.35	80%?卸载	250	822	原梁损伤程度的影响
B15	2	2.0	C30	0.35	60%?卸载	250	822	原梁损伤程度的影响
B16	2	2.0	C30	0.35	70%?卸载	150	822	预应力布筋间距的影响
B17	2	2.0	C30	0.35	70%?卸载	200	822	预应力布筋间距影响
B18	2	2.0	C30	0.35	70%?卸载	300	822	预应力布筋间距影响
B19	2	2.0	C30	0.35	60%?不卸载	250	822	带载水平的影响
B20	2	2.0	C30	0.35	50%?不卸载	250	822	带载水平的影响
B21	2	2.0	C30	0.35	70%?不卸载	250	822	带载水平的影响
BJ	2	2.0	C30	0.35	70%?卸载	250	822	钢丝绳布置方式的影响
TD	2	2.0	C30	0.35	70%?卸载	-	822	基准梁
T2	2	2.0	C30	0.35	70%?卸载	250	822	钢丝绳布置方式的影响，U型封闭式锚固
T3	2	2.0	C30	0.35	70%?卸载	250	822	钢丝绳布置方式的影响，U型腹板锚固式

梁号	加固前开裂荷载/kN	加固后开裂荷载/kN	提高值/%	屈服荷载/kN	加固前极限荷载/kN	加固后极限荷载/kN	提高值/%
D1	165	-	-	300	370	-	-
B4	145	210	44.82	400	-	490	32.43
B6	120	180	50	380	-	450	21.62
B7	145	180	24.14	420	-	520	40.54

梁号	加固前开裂荷载/kN	加固后开裂荷载/kN	提高值/%	屈服荷载/kN	加固后极限荷载/kN	提高值/%
D1	165	-	-	300	370	-
B2	145	200	37.93	320	420	13.51
B3	145	180	24.14	400	450	21.62
B4	145	210	44.82	420	490	32.43
B5	165	210	27.27	480	550	48.64

梁号	加固前开裂荷载/kN	加固后开裂荷载/kN	提高值/%	屈服荷载/kN	加固后极限荷载/kN	提高值/%
D2	165	-	-	270	350	-
B10	130	170	30.77	360	450	28.57
B11	130	180	38.46	340	400	14.28
B12	120	180	50	380	440	25.71

梁号	加固荷载/kN	加固前开裂荷载/kN	加固后开裂荷载/kN	屈服荷载/kN	极限荷载/kN	极限荷载提高值/%
D2	-	145	-	270	350	-
B20	185	120	230	360	400	14.28
B19	220	110	300	330	380	8.57
B21	260	120	300	300	360	2.85

Shear strengthening of reinforced concrete beam with prestressed steel wire ropes

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