考虑剪跨比及配纤率影响的CFRP加固剪力墙抗剪承载力计算方法

张滨麟; 金浏; 陈凤娟; 杜修力

doi:10.13801/j.cnki.fhclxb.20230213.001

考虑剪跨比及配纤率影响的CFRP加固剪力墙抗剪承载力计算方法

doi: 10.13801/j.cnki.fhclxb.20230213.001

北京工业大学　城市减灾与防灾防护教育部重点实验室，北京 100124

基金项目: 国家重点研发计划项目(2018YFC1504302)；北京市自然科学基金项目(JQ22025)；国家自然科学基金项目(52208453)

详细信息

通讯作者:
杜修力，博士，中国工程院院士，博士生导师，研究方向为土木工程防灾减灾　E-mail: duxiuli@bjut.edu.cn

中图分类号: TU398.2；TU352.11
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出版历程
- 收稿日期: 2022-10-24
- 修回日期: 2023-01-13
- 录用日期: 2023-01-18
- 网络出版日期: 2023-02-13
- 刊出日期: 2023-10-15

Calculation method for shear bearing capacity of CFRP-strengthened shear wall considering shear span ratio and CFRP ratio

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

Funds: National Key Basic Research and Development Program of China (2018YFC1504302); Beijing Municipal Natural Science Foundation (JQ22025); National Natural Science Foundation of China (52208453)

摘要

摘要: 钢筋混凝土剪力墙作为一种抗侧力构件，在高层建筑中发挥重要抗震作用，并且随着我国城镇化建设的快速发展，钢筋混凝土剪力墙得到了广泛应用。但是，剪力墙在服役期内会由于抗剪配筋不足、结构老化或遭受外部荷载等原因，使得剪力墙无法满足建筑结构的抗侧力需求，需要对其进行抗剪加固。而相较于传统的粘钢加固、增大截面及注浆加固等方法，外贴纤维增强复合材料(FRP)加固因其具有施工方便、高强高效和耐久耐腐等优点，被认为是加固现有钢筋混凝土结构的一种改进方式。本文为研究外贴CFRP加固钢筋混凝土剪力墙的抗剪性能及作用机制，通过数值模拟方法，建立了可以反映出CFRP材料损伤及CFRP-混凝土界面剥离的CFRP加固剪力墙三维数值模型，讨论了不同剪跨比、配纤率及加固方式下CFRP加固钢筋混凝土剪力墙的抗剪性能及作用机制。基于模拟结果，提取出CFRP的抗剪贡献，与美国ACI规范预测结果进行对比分析，发现CFRP的抗剪贡献随着剪跨比的增大而急剧降低，且CFRP抗剪贡献并不是随着加固层数的增大而线性增长。鉴于此，结合美国ACI规范的公式形式，提出了剪跨比及加固层数影响系数，建立了CFRP抗剪贡献建议计算公式。最后，通过与FRP加固剪力墙试验数据的对比，发现建议公式可以更为准确合理的反映剪跨比、加固方式及配纤率对CFRP抗剪贡献的影响规律，美国ACI规范预测值与试验结果的平均绝对误差为54%，而建议公式预测值与试验结果的平均绝对误差为8%，验证了建议计算方法的有效性。1不同加固方式下ACI规范及本文建议公式预测CFRP抗剪贡献与模拟结果对比
- 钢筋混凝土剪力墙 /
- CFRP加固 /
- 抗剪性能 /
- 剪跨比 /
- 抗剪贡献
Abstract: To explore the shear performance and the corresponding mechanisms of carbon fiber reinforced polymer (CFRP) strengthened reinforced concrete (RC) shear walls, a three-dimensional numerical model based on the Hashin damage criteria that captures the CFRP-concrete interface debonding behaviors was developed. Using the proposed model, the influences of shear span ratio, CFRP ratio and wrapping method on the shear capacities of the CFRP-strengthened RC shear wall were investigated. It is found that: (1) The external CFRP strips effectively mitigate the development of the shear primary cracks; (2) The increasing shear span ratio reduces significantly the shear contribution provided by CFRP strips on the CFRP-strengthened RC shear walls; (3) The shear contribution of CFRP is not linearly dependent on the number of CFRP layers. From qualitative to quantification analysis, the influence coefficient of shear span ratio and CFRP layer was introduced based on the numerical calculations. Furthermore, writing in the form of the American Code (ACI 440.2R—17), a calculation formula characterizing the shear contribution of CFRP was established. By comparing with the experimental data, it is noticed that the proposed formula gives more accurate descriptions on the influence of shear span ratio, CFRP ratio and wrapping method on the shear contribution of CFRP. The average absolute error between the prediction results and the experimental results is 8%, thus, verifying the effectiveness of the proposed calculation method.
- RC shear wall /
- CFRP-strengthened /
- shear performance /
- shear span ratio /
- shear contribution

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图 1 碳纤维增强聚合物(CFRP)加固剪力墙数值模型

Figure 1. Numerical models of carbon fiber reinforced polymer (CFRP)-strengthened shear wall

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图 2 CFRP 材料面内受力情况

Figure 2. Force conditions of CFRP materials in plane

σ₁₁—; σ₂₂—; τ₁₁—

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图 3 不同加固方式下CFRP加固钢筋混凝土(RC)剪力墙模拟与试验^[32]结果对比

Figure 3. Comparison of simulated and experimental results^[32] of CFRP-strengthened reinforced concrete (RC) shear walls under different wrapping methods

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图 4 不同剪跨比下CFRP加固RC剪力墙模拟与试验^[21]结果对比

Figure 4. Comparison of simulated and experimental results^[21] of CFRP-strengthened RC shear walls under different shear span ratios

λ—Shear span ratio; CW—; SW—; H—; L—

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图 5 CFRP加固RC剪力墙破坏模式

Figure 5. Failure patterns of CFRP-strengthened shear walls

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图 6 CFRP加固RC剪力墙荷载-位移曲线

Figure 6. Load-displacement curves of CFRP-strengthened shear walls

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图 7 CFRP的抗剪贡献

Figure 7. Shear contribution of CFRP

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图 8 FRP加固剪力墙试验^{[14-15, 21, 32, 35-37]}中得到的FRP抗剪贡献值与ACI规范^[22]预测值的对比

Figure 8. Comparison of FRP shear contribution obtained from FRP-strengthened shear wall tests^{[14-15, 21, 32, 35-37]} with ACI code^[22] predictions

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图 9 不同剪跨比下CFRP加固剪力墙中CFRP抗剪贡献模拟值(V_f-Sim)与规范值(V_f-Code)^[22]的对比

Figure 9. Comparison of simulated (V_f-Sim) and code (V_f-Code)^[22] values of CFRP shear contribution in CFRP-strengthened shear walls for different shear span ratios

R²—

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图 10 不同加固层数下CFRP加固剪力墙中CFRP抗剪贡献模拟值与规范值^[22]的对比

Figure 10. Comparison of simulated and code^[22] values of CFRP shear contribution in CFRP-strengthened shear walls for different CFRP layers

f(λ)—

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图 11 本文建议公式预测的CFRP加固剪力墙中CFRP抗剪贡献与模拟结果对比

Figure 11. Comparison of CFRP shear contribution in CFRP-strengthened shear walls predicted by the proposed formula with simulation results

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图 12 FRP加固剪力墙试验^{[14-15, 21, 32, 35-37]}中得到的FRP抗剪贡献值与ACI规范^[22]及建议公式预测值的对比

Figure 12. Comparison of FRP shear contribution obtained from FRP-strengthened shear wall tests^{[14-15, 21, 32, 35-37]} with predicted values of ACI code^[22] and suggested formulas

A_fv—; Δ_AAE—

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表 1 Altin等^[32]及Woods等^[21]试验中CFRP材料力学参数

Table 1. Mechanical parameters of the CFRP material in Altin et al^[32] and Woods et al^[21]

Property of CFRP	Altin et al^[32]	Woods et al^[21]
Thickness/mm	0.12	0.11
Tensile strength/MPa	4100	4000
Elastic modulus/GPa	231	230
Ultimate tensile strain/%	1.7	1.7

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表 2 CFRP材料及CFRP-混凝土界面力学参数

Table 2. Mechanical parameters of the CFRP material and CFRP-concrete interface

CFRP material	Parameter value/MPa	CFRP interface	Parameter value/MPa
$ {{X}}^{\text{T}} $	350.00	$ {{t}}_{\text{n}}^{\text{0}} $	0.31
$ {{X}}^{\text{C}} $	300.00	$ {{t}}_{\text{s}}^{\text{0}} $	0.48
$ {{Y}}^{\text{T}} $	1.50	$ {{t}}_{\text{t}}^{\text{0}} $	0.48
$ {{Y}}^{\text{C}} $	50.00	$ {{G}}_{\text{n}} $	100.00
$ {{S}}^{\text{T}} $	40.00	$ {{G}}_{\text{s}} $	125.00
$ {{S}}^{\text{L}} $	10.00	$ {{G}}_{\text{t}} $	125.00
Notes: $ {{X}}^{\text{T}} $, $ {{X}}^{\text{C}} $, $ {{Y}}^{\text{T}} $ and $ {{Y}}^{\text{C}} $—Longitudinal tensile strength, longitudinal compressive strength, transverse tensile strength and transverse compressive strength; $ {{S}}^{\text{T}} $ and $ {{S}}^{\text{L}} $—Transverse and longitudinal shear strength; $ {{t}}_{\text{n}}^{\text{0}} $, $ {{t}}_{\text{s}}^{\text{0}} $ and $ {{t}}_{\text{t}}^{\text{0}} $—Peak values of the contact stress component in the normal (n), the first (s) and the second (t) direction; $ {{G}}_{\text{n}} $, $ {{G}}_{\text{s}} $ and $ {{G}}_{\text{t}} $—Work done by the traction and its conjugate displacement in the normal, the first, and the second shear directions, respectively.

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表 3 试验数据库具体细节参数及FRP抗剪贡献

Table 3. Detailed parameters and FRP shear contribution of the test database

Reference	FRP wrapping method and layer	Shear span ratio	Structure size H×L×D/mm	Experimental result/kN	ACI^[22] result/kN	Proposed formula result/kN
Shen et al^[15]	Fully 2 layer	1.60	1600×1000×120	34.10	77.24	62.20
Antoniades et al^[36]	Fully 1 layer	1.00	1200×1200×100	63.40	120.38	64.63
Antoniades et al^[37]	Fully 1 layer	1.50	1800×1200×100	48.40	120.38	48.15
Woods et al^[21]	Two-sides 3 layer	1.20	1800×1500×100	292.00	619.34	322.06
Woods et al^[21]	Two-sides 3 layer	0.85	1800×2100×140	490.00	1213.91	595.38
Woods^[35]	Two-sides 3 layer	0.65	1800×2750×180	980.00	1513.95	896.26
El-Sokkary et al^[14]	Horizontal 1 ayer	0.87	1045×1200×80	47.00	200.93	51.07
Shen et al^[15]	Horizontal 2 layer	1.60	1600×1000×120	42.20	67.10	44.76
Altin et al^[32]	Horizontal 1 layer	1.50	1500×1000×100	100.00	57.12	90.48

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