剪跨比对CFRP包裹无腹筋混凝土梁剪切强度尺寸效应影响：试验与公式验证

蒋轩昂; 金浏; 杜修力

doi:10.6052/j.issn.1000-4750.2023.03.0168

剪跨比对CFRP包裹无腹筋混凝土梁剪切强度尺寸效应影响：试验与公式验证

北京工业大学城市与工程安全减灾教育部重点实验室，北京 100124

基金项目: 国家重点研发计划项目(2018YFC1504302)；国家自然科学基金项目(51822801).

详细信息

作者简介:
蒋轩昂(1996−)，女，湖南人，博士生，主要从事混凝土尺寸效应方面研究(E-mail: jiangxxaa@163.com)

杜修力(1962−)，男，四川人，教授，博士，中国工程院院士，主要从事土木工程结构防灾减灾研究(E-mail: duxiuli2015@163.com)

通讯作者:
金　浏(1985−)，男，江苏人，教授，博士，博导，主要从事混凝土结构防灾减灾研究(E-mail: jinliu@bjut.edu.cn)

中图分类号: TU375.1
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出版历程
- 收稿日期: 2023-03-09
- 修回日期: 2023-07-07
- 网络出版日期: 2023-07-27

EFFECT OF SHEAR-SPAN RATIO ON SIZE EFFECT OF SHEAR STRENGTH OF CFRP-STRENGTHENED CONCRETE BEAMS WITHOUT STIRRUPS: TESTS AND FORMULATION VALIDATION

The Key Laboratory of Urban Security and Disaster Engineering, Beijing University of Technology, Beijing 100124, China

摘要

摘要:
剪跨比是影响混凝土构件抗剪性能的重要因素。设计了16根不同截面尺寸(最大梁高为1200 mm)和不同剪跨比( $\lambda$ = 1.0, 1.5, 2.0)的U型CFRP条带包裹无腹筋钢筋混凝土简支梁剪切破坏试验。讨论了不同截面尺寸下剪跨比影响的CFRP加固无腹筋钢筋混凝土梁剪切破坏力学响应，揭示了剪跨比对CFRP加固无腹筋梁抗剪强度及尺寸效应的定量影响，对比分析了已建立尺寸效应律的合理性与准确性。发现：试验中U型CFRP粘贴的无腹筋钢筋混凝土加固梁均发生剪切破坏，CFRP条带均发生剥离；梁高为1200 mm的加固梁，随着剪跨比的增大(由1.0增长为2.0)，抗剪承载力分别降低27%及55%(相比于剪跨比为1.0的梁)；不同剪跨比的梁，其名义抗剪强度随尺寸下降的趋势均非常明显，最多达到43%降幅；JIN等提出的抗剪强度尺寸效应公式可较为准确的描述剪跨比对不同尺寸CFRP加固无腹筋钢筋混凝土梁抗剪强度的定量影响。
- CFRP加固混凝土梁 /
- 剪跨比 /
- 剪切破坏 /
- 试验研究 /
- 尺寸效应律
Abstract:
The shear-span ratio is an important factor affecting the shear performance of concrete members. This work conducted 16 beams with different section sizes (maximum beam height is 1200 mm) and different shear span ratios ( $\lambda$ = 1.0, 1.5, 2.0). The shear failure behavior of CFRP-strengthened reinforced concrete beams without stirrups under different shear-span ratios and cross-section sizes was studied, and the quantitative influence of shear-span ratio on shear strength and size effect of CFRP-strengthened reinforced concrete beams without stirrups was revealed. The rationality and accuracy of the established size effect law was compared and analyzed. It was found that shear failure and the debonding of CFRP sheets occurred in the U-type CFRP bonded reinforced concrete beams. The shear-span ratio has little effect on the size effect of the shear strength of the strengthened beam, but the value of the shear strength has a great effect. For example, in a 1200 mm depth strengthened-beam, with the increase of shear-span ratio (from 1.0 to 2.0), compared with the beam with a shear-span ratio of 1.0, the shear capacity is reduced by 27% and 55%. In addition, the nominal shear strength of beams with different shear-span ratios decreases 43% with increasing beam size. Moreover, the size effect law of shear strength proposed in the previous study could describe the quantitative influence of shear-span ratio on the shear strength of CFRP-strengthened concrete beams with different cross-sectional dimensions accurately.
- CFRP-wrapped beams /
- shear-span ratio /
- shear failure /
- experimental investigation /
- size effect law

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图 1 试件内部钢筋及外贴CFRP条带布置示意图　/mm

Figure 1. The layout diagram of the internal reinforcement and external CFRP sheets of the specimen

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图 2 测点布置图

Figure 2. Layout of survey points

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图 3 试验装置图

Figure 3. Typical instrumentation and test setup

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图 4 本试验16根梁的最终破坏模式

Figure 4. The final Failure mode of the tested 16 beams

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图 5 荷载-位移曲线

Figure 5. P-Δ curves of the beams

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图 6 U-2.0试件

Figure 6. The failure of the beam of U-2.0

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图 7 剪力与CFRP变化关系

Figure 7. The relationship between the CFRP strain and the shear force

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图 8 名义抗剪强度趋势

Figure 8. P-Δ trends of the nominal shear strength

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图 9 名义抗剪强度尺寸效应拟合

Figure 9. Size effect fitting of nominal shear strength

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CFRP率削弱系数 $\beta$ 的确定

Determination of factor $\beta$ affected by CFRP ratio

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剪跨比影响系数 $\xi$ 的确定

Determination of factor $\xi$ affected by shear span ratio

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图 12 名义抗剪强度理论值与试验结果对比

Figure 12. Comparisons between the theoretical values and test results of nominal shear strength

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表 1 试件几何参数

Table 1 Geometrical dimensions of tested specimens

试件	梁高 h/mm	有效高度h₀/mm	剪跨比 λ	配纤率 ${\rho }_{\mathrm{f} }$ /(%)	CFRP宽w_f/mm	CFRP间距 s_f/mm	CFRP厚度 t_f/mm
SC-1.0	300	245	1.0	−	−	−	−
S-1.0	300	245	1.0	0.0835	30	120	0.167
S-1.5	300	245	1.5	0.0835	50	200	0.167
S-2.0	300	245	2.0	0.0835	50	200	0.167
MC-1.0	600	507	1.0	−	−	−	−
M-1.0	600	507	1.0	0.0835	60	240	0.334
M-1.5	600	507	1.5	0.0835	100	400	0.334
M-2.0	600	507	2.0	0.0835	100	400	0.334
LC-1.0	900	784	1.0	−	−	−	−
L-1.0	900	784	1.0	0.0835	90	360	0.501
L-1.5	900	784	1.5	0.0835	150	600	0.501
L-2.0	900	784	2.0	0.0835	150	600	0.501
UC-1.0	1200	1027	1.0	−	−	−	−
U-1.0	1200	1027	1.0	0.0835	120	480	0.668
U-1.5	1200	1027	1.5	0.0835	200	800	0.668
U-2.0	1200	1027	2.0	0.0835	200	800	0.668

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表 2 CFRP条带条带力学性能

Table 2 Mechanical properties of CFRP strips

密度 ρ/(g/cm³)	单层厚度 t_f/mm	抗拉强度 σ_t/MPa	弹性模量 E/GPa	极限应变 ε
1.8	0.167	3820	232	0.016

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表 3 环氧树脂力学性能

Table 3 Mechanical properties of epoxy adhesive

抗拉强度σ_t/MPa	弹性模量E/GPa	伸长率s/(%)
42	2512	1.8

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表 4 试验结果

Table 4 Experimental results

试件名称	弯曲开裂荷载P_cr/kN	破坏荷载P_u/kN	初始斜裂缝荷载V_cr/kN	最大剪力V_u/kN	跨中位移Δ/mm
SC-1.0	25	301.0	63	150.5	5.74
S-1.0	47	342.7	71	171.4	5.43
S-1.5	48	248.5	76	124.3	5.76
S-2.0	15	179.2	36	89.6	5.75
MC-1.0	65	1173.9	390	587.0	7.24
M-1.0	62	1327.9	370	664.0	7.06
M-1.5	60	977.8	305	488.9	8.54
M-2.0	30	554.2	80	277.1	8.19
LC-1.0	72	2516.0	450	1258.0	11.88
L-1.0	90	2524.9	743	1262.5	10.67
L-1.5	82	1628.3	684	816.4	11.85
L-2.0	50	1281.8	300	640.9	11.70
UC-1.0	85	3553.2	612	1776.6	13.90
U-1.0	102	3830.4	821	1915.2	12.78
U-1.5	100	2798.3	720	1399.2	15.62
U-2.0	76	1711.8	589	855.9	13.01

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表 5 不同剪跨比下所对应的v₀和d₀数值

Table 5 v₀ and d₀ values corresponding to different shear-span ratios

剪跨比λ	系数v₀	系数d₀
1.0(普通梁)	8.2	490.0
1.0(加固梁)	10.4	306.7
1.5(加固梁)	7.6	288.3
2.0(加固梁)	5.2	244.0

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