GFRP筋橡胶集料混凝土梁受弯性能

赵秋红; 刘凯; 王菲; 李一康

doi:10.13801/j.cnki.fhclxb.20201106.002

GFRP筋橡胶集料混凝土梁受弯性能

doi: 10.13801/j.cnki.fhclxb.20201106.002

赵秋红^{1, 2, ,},
刘凯^1,,
王菲^1,,
李一康^1,

1.
天津大学　建筑工程学院，天津 300350
2.
天津大学　滨海土木工程结构与安全教育部重点实验室，天津 300350

基金项目: 国家自然科学基金 (51378340；51678406；51878447)

详细信息

通讯作者:
赵秋红，博士，教授，博士生导师，研究方向为钢结构和组合结构　E-mail：qzhao@tju.edu.cn

中图分类号: TU377.9
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- 被引次数: 0
出版历程
- 收稿日期: 2020-08-08
- 录用日期: 2020-10-15
- 网络出版日期: 2020-11-09
- 刊出日期: 2021-05-01

Analyses on flexural behavior of GFRP-reinforced crumb rubber concrete beams

ZHAO Qiuhong^{1, 2
, ,},
LIU Kai^1
,,
WANG Fei^1
,,
LI Yikang^1
,

1.
School of Civil Engineering, Tianjin University, Tianjin 300350, China
2.
Key Laboratory of Coast Civil Structure Safety of China Ministry of Education, Tianjin University, Tianjin 300350, China

摘要

摘要: 为提高纤维增强聚合物复合材料(FRP)筋混凝土梁抗裂性能，改善其脆性破坏特征，将玻璃纤维增强聚合物复合材料(GFRP)筋与橡胶集料混凝土共同应用于梁构件中。采用ABAQUS对GFRP筋橡胶集料混凝土梁的受弯性能进行有限元模拟及参数分析，探究了橡胶掺量、GFRP筋配筋率、混凝土强度等级及截面高度对梁受弯性能的影响。结果表明：增加混凝土中橡胶颗粒的掺量可提高梁的开裂荷载，当橡胶掺量为15%时，开裂荷载提高了29%；增加配筋率可提高梁的开裂荷载和承载力，当受拉筋直径由10 mm增加至18 mm时，橡胶掺量为10%的GFRP筋橡胶混凝土梁开裂荷载提高了约15%，承载力提高了约85%，但配筋率增加至一定数值后，其影响不再明显；提高橡胶混凝土强度等级，可提高梁的开裂荷载及承载力，当橡胶混凝土强度等级由C25提高至C40时，开裂荷载提了高约53.7%，承载力提高了约23%；为更好地满足正常使用极限状态，GFRP筋橡胶混凝土梁的截面高度宜适当增加。
- FRP筋混凝土梁 /
- 橡胶混凝土 /
- 非线性有限元分析 /
- 受弯性能 /
- 极限受弯承载力
Abstract: In order to improve the crack resistance capacity, and avoid the brittle failure of the fiber-reinforced polymer composite (FRP) reinforced concrete beams, a mixed-use of glass fiber-reinforced polymer composite (GFRP) bars and crumb rubber concrete was adopted in beam components under bending. Finite element analysis software ABAQUS was used to simulate the flexural behavior of GFRP-reinforced crumb rubber concrete beams. Parametric studies were conducted to study the influence of rubber content, reinforcement ratio, concrete strength grade, and cross-section height on the flexural behavior of GFRP-reinforced crumb rubber concrete beams. The results show that the cracking load of beam increases with the increase of rubber content. The cracking load of beam increases by 29% when the rubber content of concrete is 15%. Increasing the reinforcement ratio could improve the cracking load and flexural strength of the beam. The cracking load of the GFRP-reinforced crumb rubber concrete beam with rubber replacement ratio of 10% has a 15% increase and the flexural strength of the beam has 85% increase induced by increasing the diameter of the GFRP bar from 10 mm to 18 mm. However, when the reinforcement ratio reaches a certain value, the influence is no longer obvious. Increasing the crumb rubber concrete strength can improve the cracking load and flexural strength of the beam. Increasing the crumb rubber concrete strength from C25 to C40 results in approximately 53.7% increase in cracking load, and more than 23% increase in flexural strength. The beams with higher section height are more likely to meet the requirements at normal serviceable limit state.
- FRP-reinforced beams /
- crumb rubber concrete /
- nonlinear analysis /
- flexural behavior /
- ultimate flexural capacity

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图 1 GFRP筋橡胶混凝土梁试件尺寸

Figure 1. Specimen of GFRP-reinforced CRC beams size

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图 2 试验加载装置示意图

Figure 2. Diagram of test setup

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图 3 GFRP筋橡胶混凝土简支梁模型

Figure 3. Model of simply supported GFRP-reinforced crumb rubber concrete beam

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图 4 不同橡胶掺量混凝土受压应力-应变试验曲线

Figure 4. Compressive stress-strain relationship of concrete with different rubber contents from test

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图 5 钢筋和GFRP筋受拉应力-应变曲线

Figure 5. Tensile stress-strain curves of steel and GFRP bars

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图 6 B1和B5试件的应力云图

Figure 6. Stress distribution of B1 and B5 specimens

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图 7 B1、B5、B6试件的有限元分析(FEA)和试验的荷载-跨中挠度曲线

Figure 7. Load-midspan deflection curves of B1, B5, B6 specimens by finite element analysis (FEA) and test

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图 8 不同橡胶掺量混凝土试验应力-应变曲线与计算曲线对比

Figure 8. Comparison of stress-strain curvess of crumb rubber concret with different rubber contents from test and calculation

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图 9 不同橡胶掺量模型的开裂荷载对比

Figure 9. Comparison of cracking load of models with different rubber contents

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图 10 不同橡胶掺量模型的极限荷载对比

Figure 10. Comparison of ultimate load of models with different rubber contents

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图 11 不同配筋率模型的荷载-跨中挠度曲线

Figure 11. Load-midspan deflection curves of models with different reinforcement ratios

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图 12 不同配筋率模型的开裂荷载

Figure 12. Cracking load of models with different reinforcement ratios

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图 13 不同配筋率模型的极限荷载

Figure 13. Ultimate load of models with different reinforcement ratio

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图 14 不同混凝土强度等级的荷载-跨中挠度曲线

Figure 14. Load-midspan deflection curves of models with different concrete strength grade

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图 15 不同截面高度梁荷载-跨中挠度曲线

Figure 15. Comparison of load-midspan deflectioncurves of models with different beam section height

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表 1 不同橡胶掺量混凝土配合比

Table 1. Mix proportion of concrete with different rubber contents

Type	Rubber/%	Crumb rubber/kg	Cement/ kg	Water/ kg	Fine aggregate/kg	Coarse aggregate/kg	Super Plasticizer/%
TC	0	0	300	165	839	1087	2.40
5% CRC	5	50	400	180	939	768	5.20
10% CRC	10	100	440	162	680	832	4.78
Notes: CRC—Crumb rubber concrete; TC—Traditional concrete.

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表 2 不同橡胶掺量混凝土强度及弹性模量

Table 2. Strength and elastic modulus of concrete with different rubber contents

Type	Cubic compressive strength/MPa			Split tensile strength/MPa	Axial compressive strength/MPa	Elastic modulus/GPa
Type	7 d	28 d	50 d	28 d	50 d	50 d
TC	23.5	29.8	31.0	2.11	25.5	30.8
5% CRC	22.7	29.1	29.9	1.82	24.7	27.9
10% CRC	24.9	32.9	33.2	2.00	25.5	30.6

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表 3 玻璃纤维增强聚合物复合材料(GFRP)筋橡胶混凝土梁试件主要参数

Table 3. Key parameters of glass fiber-reinforced polymer composite (GFRP)-reinforced crumb rubber concrete beams

	Specimen	Span l₀/ mm	Effective height h₀/ mm	Rubber content of concrete/%	Erecting bar ①	Stirrup ②	Longitudinal reinforcement ③	Longitudinal reinforcement ratio/%
Group 1	B1 (Steel/TC)	1800	161	0	2C12	6@100	2C16	1.665
	B2 (GFRP/TC)	1800	163	0	2C12	6@100	2-12FRP	0.924
	B3 (GFRP/5% CRC)	1800	163	5	2C12	6@100	2-12FRP	0.924
	B4 (GFRP/10% CRC)	1800	163	10	2C12	6@100	2-12FRP	0.924
Group 2	B5 (GFRP/5% CRC)	1800	161	5	2C12	6@100	2-16FRP	1.665
Group 2	B6 (GFRP/10% CRC)	1800	161	10	2C12	6@100	2-16FRP	1.665

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表 4 B1~B6试件的有限元分析和试验的开裂荷载和极限荷载

Table 4. Crack load and ultimate load of B1−B6 specimens by FEA and test

Specimen	Load/kN	Test value	FEA value	FEA/Test
B1 (Steel/TC beam)	Crack	18.5	14.9	0.81
B1 (Steel/TC beam)	Ultimate	92.0	90.3	0.98
B2 (GFRP/TC beam)	Crack	8.5	8.2	0.96
B2 (GFRP/TC beam)	Ultimate	77.0	74.2	0.96
B3 (GFRP/5% CRC beam)	Crack	10.0	9.4	0.94
B3 (GFRP/5% CRC beam)	Ultimate	71.0	74.6	1.05
B4 (GFRP/10% CRC beam)	Crack	10.5	10.2	0.97
B4 (GFRP/10% CRC beam)	Ultimate	81.0	79.2	0.98
B5 (GFRP/5% CRC beam)	Crack	10.0	9.5	0.95
B5 (GFRP/5% CRC beam)	Ultimate	102.0	103.0	1.01
B6 (GFRP/10% CRC beam)	Crack	10.5	10.3	0.98
B6 (GFRP/10% CRC beam)	Ultimate	99.0	116.0	1.17

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表 5 有限元模型参数设计

Table 5. Parameter design of finite element models

Model	Rubber content of concrete/%	FRP bar diameter/mm	Strength grade of concrete	Beam section height/mm	Cracking load/kN	Ultimate load/kN
S1	0	10	C30	200	6.3	51.5
S2	0	12	C30	200	7.1	71.9
S3	0	14	C30	200	7.7	90.5
S4	0	16	C30	200	8.1	99.4
S5	0	18	C30	200	8.3	95.7
S6	5	10	C30	200	7.8	55.3
S7	5	12	C30	200	7.9	73.2
S8	5	14	C30	200	8.0	90.9
S9	5	16	C30	200	8.2	97.4
S10	5	18	C30	200	8.4	99.7
S11	10	10	C30	200	7.9	55.5
S12	10	12	C30	200	8.1	73.8
S13	10	14	C30	200	8.3	89.9
S14	10	16	C30	200	8.5	99.5
S15	10	18	C30	200	9.1	101.0
S16	15	10	C30	200	8.1	56.7
S17	15	12	C30	200	8.3	75.1
S18	15	14	C30	200	8.4	91.9
S19	15	16	C30	200	8.6	101.3
S20	15	18	C30	200	9.2	104.8
S21	10	16	C25	200	8.2	98.1
S22	10	16	C35	200	10.2	110.9
S23	10	16	C40	200	12.6	120.7
S24	10	16	C30	250	12.7	170.1
S25	10	16	C30	300	20.5	211.8
S26	10	16	C30	350	26.5	235.6

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表 6 不同橡胶掺量混凝土本构参数

Table 6. Constitutive parameters of crumb rubber concret with different rubber contents

Type	Peak strain/ 10⁻⁶	Axial compressive strength/MPa	β
TC	2 000	25	2.01
5% CRC	3400	25	2.01
10% CRC	4300	25	2.01
15% CRC	4500	25	2.01
Note: β—Ratio coefficient of plastic strain to inelastic strain.

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表 7 极限受弯承载力FEA模拟值与理论值对比

Table 7. Comparison of ultimate flexural capacity from FEA and calculation

Specimen and model	ρ_f/ρ_fb	Ultimate flexural capacity from calculation M_t/(kN·m)	Ultimate flexural capacity form FEA M_n/(kN·m)	M_n/M_t
S6	0.86	17.400	17.973	1.03
S7	1.25	21.185	23.790	1.12
S8	1.72	23.298	29.543	1.27
S9	2.58	25.115	31.655	1.26
S10	3.28	26.673	32.403	1.21
S11	0.76	17.394	18.038	1.04
S12	1.11	22.498	23.985	1.07
S13	1.52	24.635	29.218	1.19
S14	2.27	26.448	32.338	1.22
S15	2.89	27.982	32.825	1.17
S16	0.77	17.373	18.428	1.06
S17	1.11	22.399	24.408	1.09
S18	1.52	24.500	29.868	1.22
S19	2.28	26.276	32.923	1.25
S20	2.91	27.773	34.060	1.23
S21	2.84	23.563	31.883	1.35
S22	1.89	28.910	36.043	1.25
S23	1.62	31.046	39.228	1.26
S24	1.74	41.489	55.283	1.33
S25	1.41	59.361	68.835	1.16
S26	1.18	79.535	76.570	0.96
B3	1.92	21.177	23.075	1.09
B4	1.25	22.490	26.325	1.17
B5	1.11	25.115	33.150	1.32
B6	2.58	26.448	32.175	1.22
Average value				1.184
Coefficient of variation				0.083
Notes: ρ_f-Reinforcement ratio of GFRP bars under longitudinal stress; ρ_fb-Balance reinforcement ratio of GFRP reinforced concrete beams.

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