波纹钢板-混凝土界面能耗及其本构关系

王威; 李鹏洛; 林忠良; 米佳鑫; 王小飞; 续鉴; 贾煜

doi:10.13801/j.cnki.fhclxb.20230919.001

波纹钢板-混凝土界面能耗及其本构关系

doi: 10.13801/j.cnki.fhclxb.20230919.001

西安建筑科技大学　土木工程学院，西安 710055

基金项目: 国家自然科学基金(52278214)；中国地震局工程力学研究所基本科研业务费专项资助项目(2021D04)；陕西省自然科学基础研究计划重点项目(2022JZ-21)

详细信息

通讯作者:
王威，博士，教授，博士生导师，研究方向为钢-混组合结构与混合结构　E-mail: wangwgh1972@163.com

中图分类号: TU398.9；TB333
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- 被引次数: 0
出版历程
- 收稿日期: 2023-05-16
- 修回日期: 2023-08-29
- 录用日期: 2023-09-08
- 网络出版日期: 2023-09-19
- 刊出日期: 2024-03-01

Energy consumption and constitutive relationship of interface between corrugated steel plate and concrete

School of Civil Engineering, Xi'an University of Architecture and Technology, Xi'an 710055, China

Funds: National Natural Science Foundation of China (52278214); Scientific Research Fund of Institute of Engineering Mechanics, China Earthquake Administration (2021D04); Key Project of Nature Science Foundation Program of Shaanxi Province (2022JZ-21)

摘要

摘要: 为了研究波纹钢板-混凝土的界面粘结滑移性能，考虑混凝土保护层厚度、混凝土强度、锚固长度及配箍率，完成了12个波纹钢板-混凝土试件的推出试验，对试件的破坏形态进行归纳分析，基于界面粘结滑移机制分析了不同阶段界面粘结力的组成，并从界面耗能角度对波纹钢板-混凝土的粘结性能进行了研究。结果表明：波谷处的混凝土裂缝由外向内发展，波脊处的混凝土在界面压应力和箍筋拉力作用下，裂缝与波脊延伸线呈45°；界面的极限粘结强度在0.99~1.86 MPa之间，残余粘结强度在0.25~0.63 MPa之间；增大锚固长度可提高界面的弹性变形能，使界面的极限粘结强度得到有效提高。最后考虑4个影响因素提出了波纹钢板-混凝土界面粘结应力-滑移本构关系表达式，并通过有限元分析对其进行验证，发现模拟所得曲线与试验曲线吻合度较高，表明所提出的本构关系表达式较为合理准确，可为波纹钢板-混凝土结构的有限元分析提供参考依据。
- 波纹钢板-混凝土 /
- 粘结滑移 /
- 界面耗能 /
- 本构关系 /
- 有限元分析
Abstract: To study the interface bonding and sliding performance of corrugated steel plate concrete, considering the thickness of concrete cover, concrete strength, embedded length and stirrup ratio, the push out tests of 12 corrugated steel plate concrete specimens were completed, the failure modes of the specimens were analyzed and summarized, the composition of interfacial bonding force at different stages was analyzed based on the interfacial bonding slip mechanism, and the bonding performance of corrugated steel plate concrete was studied from the perspective of interface energy consumption. The results show that the concrete cracks at the trough develop from the outside to the inside. Under the action of interfacial compressive stress and stirrup tension, the crack of concrete at wave ridge is 45° with the extension line of wave ridge. The ultimate bond strength of the interface is between 0.99 and 1.86 MPa, and the residual bond strength is between 0.25 and 0.63 MPa. Increasing the embedded length can improve the elastic deformation energy of the interface and the ultimate bond strength of the interface. Finally, considering the four influencing factors, the bond stress-slip constitutive relation expression of the interface between corrugated steel plate concrete was proposed and verified by finite element analysis. It is found that the simulated curve is in good agreement with the experimental curve, which shows that the proposed constitutive relation expression is reasonable and accurate, and can provide a reference for the finite element analysis of corrugated steel plate concrete structure.
- corrugated steel plate-concrete /
- bond-slip /
- energy consumption of interface /
- constitutive relationship /
- finite element analysis

HTML全文

图 1 波纹钢板-混凝土试件的尺寸示意图(单位：mm)

Figure 1. Dimensions of corrugated steel plate-concrete specimens(Unit: mm)

C—Length; K—Width; L—Height

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图 2 试验加载装置

Figure 2. Test setup

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图 3 波纹钢板-混凝土试件的粘结应力-滑移曲线

Figure 3. Bond stress-slip curves of corrugated steel plate-concrete specimens

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图 4 CSP-C/L_e(300)的破坏形态

Figure 4. Failure model of CSP-C/L_e(300)

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图 5 波纹钢板-混凝土试件的裂缝受力机制

Figure 5. Crack loading mechanism of corrugated steel plate-concrete specimen

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图 6 波纹钢板-混凝土试件的典型粘结应力-滑移曲线

Figure 6. Typical bond stress-slip curve of corrugated steel plate-concrete specimens

τ ─Bond stress; S─Slip value; τ_s─Initial bond strength; τ_u─Ultimate bond strength; τ_r─Residual bond strength; S_s─Slip value at initial bond strength; S_u─Slip value at ultimate bond strength; S_r─Slip value S_s─Slip value at initial bond strength; S_u─Slip value at ultimate bond strength; S_r─Slip value at residual bond strength

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图 7 波纹钢板-混凝土试件的界面粘结应力发展示意图

Figure 7. Interfacial bonding stress development of corrugated steel plate-concrete specimens

L_s─Slip section; L_f─Fixed bond diffusion section; L_b─Bonding section; P─Load

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图 8 波纹钢板-混凝土试件的抗滑移刚度K变化趋势

Figure 8. Trend of anti-slip stiffness K of corrugated steel plate-concrete specimens

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图 9 波纹钢板-混凝土试件的界面粘结能W

Figure 9. Interface bonding energy W of corrugated steel plate-concrete specimens

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图 10 波纹钢板-混凝土试件的弹性变形能系数ζ、粘结耗能因子η计算示意图

Figure 10. Calculation diagram of elastic deformation energy coefficient ζ and bonding energy consumption factor η of corrugated steel plate-concrete specimens

P_u─Ultimate load; W_e─Elastic deformation energy

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图 11 波纹钢板-混凝土试件的弹性变形能系数

Figure 11. Elastic deformation energy coefficient of corrugated steelplate-concrete specimens

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图 12 波纹钢板-混凝土试件的粘结耗能因子

Figure 12. Bonding energy consumption factor of corrugated steel plate-concrete specimens

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图 13 波纹钢板-混凝土粘结强度的拟合效果

Figure 13. Fitting effect of corrugated steel plate-concrete bond strength

τ_sc─Calculated value of initial bond strength; τ_uc─Calculated value of ultimate bond strength; τ_rc─Calculated value of residual bond strength; τ_i_c ─Calculated value of characteristic bond strength ; τ_i ─Test value of characteristic bond strength

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图 14 波纹钢板-混凝土的有限元模型

Figure 14. Finite element model of corrugated steel plate-concrete

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图 15 波纹钢板-混凝土试件的P-S曲线对比

Figure 15. Comparison of P-S curves between corrugated steel plate-concrete specimens

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表 1 波纹钢板-混凝土试件的基本参数

Table 1. Parameters of corrugated steel plate-concrete specimens

Specimen	C_s/mm	f/MPa	L_e/mm	ρ_sv/%
CSP-C/CS	85	C50	400	0.30
CSP-C/C_s(70)	70	C50	400	0.30
CSP-C/C_s(55)	55	C50	400	0.30
CSP-C/C_s(40)	40	C50	400	0.30
CSP-C/f (30)	85	C30	400	0.30
CSP-C/f (60)	85	C60	400	0.30
CSP-C/f (40)	85	C40	400	0.30
CSP-C/L_e(300)	85	C50	300	0.30
CSP-C/L_e(350)	85	C50	350	0.30
CSP-C/L_e(450)	85	C50	450	0.30
CSP-C/ρ_sv(0.20)	85	C50	400	0.20
CSP-C/ρ_sv(0.25)	85	C50	400	0.25
Notes: CSP-C─Corrugated steel plate-concrete; CS─Control specimen; C_s─Thickness of concrete cover; f─Concrete strength; L_e─Embedded length; ρ_sv─Stirrup ratio.

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表 2 混凝土材料性能数据

Table 2. Mechanical properties of concrete

Concrete strength	f_cu/MPa	f_t/MPa	E_c/MPa
C30	31.88	2.28	30410
C40	45.48	2.73	33750
C50	56.38	3.02	35520
C60	67.62	3.19	36860
Notes: f_cu─Compressive strength; f_t─Tension strength; E_c─Elastic modulus.

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表 3 波纹钢板-混凝土试件的耗能指标

Table 3. Energy dissipation index of corrugated steel plate-concrete specimens

Specimen	W/(kN·mm)	ζ	η
CSP-C/CS	1428.86	0.16	0.48
CSP-C/C_s(70)	1620.34	0.33	0.48
CSP-C/C_s(55)	883.84	0.05	0.43
CSP-C/C_s(40)	621.92	0.25	0.33
CSP-C/f (30)	1243.97	0.05	0.60
CSP-C/f (60)	1289.11	0.14	0.36
CSP-C/f (40)	1168.20	0.17	0.42
CSP-C/L_e(300)	994.37	0.10	0.65
CSP-C/L_e(350)	1138.41	0.08	0.63
CSP-C/L_e(450)	1404.40	0.23	0.38
CSP-C/ρ_sv(0.20)	1430.25	0.09	0.49
CSP-C/ρ_sv(0.25)	1428.09	0.12	0.42

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表 4 波纹钢板-混凝土粘结强度的试验值与计算值对比

Table 4. Comparison of experimental values and calculated values of bond strength between corrugated steel plate-concrete

Specimen	τ_s/MPa	τ_sc/MPa	τ_sc/τ_s	τ_u/MPa	τ_uc/MPa	τ_uc/τ_u	τ_r/MPa	τ_rc/MPa	τ_rc/τ_r
CSP-C/CS	1.20	1.24	1.03	1.55	1.57	1.01	0.34	0.50	1.46
CSP-C/C_s(70)	1.55	1.10	0.71	1.74	1.42	0.81	0.63	0.46	0.73
CSP-C/C_s(55)	0.52	0.93	1.79	1.07	1.23	1.15	0.37	0.40	1.07
CSP-C/C_s(40)	0.77	0.71	0.93	0.99	0.99	1.00	0.25	0.26	1.04
CSP-C/f (30)	0.72	0.59	0.82	1.09	1.18	1.09	0.45	0.50	1.10
CSP-C/f (60)	1.54	1.36	0.88	1.86	1.72	0.92	0.54	0.50	0.92
CSP-C/f (40)	1.27	1.11	0.88	1.45	1.41	0.97	0.44	0.50	1.13
CSP-C/L_e(300)	0.56	0.47	0.85	1.06	1.02	0.96	0.54	0.53	0.98
CSP-C/L_e(350)	0.62	0.98	1.58	1.08	1.30	1.21	0.47	0.51	1.09
CSP-C/L_e(450)	1.41	1.39	0.99	1.70	1.83	1.07	0.43	0.48	1.11
CSP-C/ρ_sv(0.20)	1.12	1.08	0.96	1.51	1.53	1.01	0.53	0.62	1.16
CSP-C/ρ_sv(0.25)	1.10	1.16	1.06	1.57	1.55	0.99	0.44	0.53	1.20
Average value			1.04			1.02			1.08

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表 5 波纹钢板-混凝土界面本构的关键参数

Table 5. Key parameters of the interface constitutive of corrugated steel plate-concrete

Specimen	k₁	k₂	b	α	β
CSP-C/CS	1.11	1.50	−0.44	2.22	−2.11
CSP-C/C_s(70)	0.97	1.34	−0.42	2.39	−2.32
CSP-C/C_s(55)	0.79	1.17	−0.44	2.80	−2.84
CSP-C/C_s(40)	0.59	0.96	−0.46	4.41	−5.13
CSP-C/f (30)	1.03	1.70	−0.38	2.14	−1.19
CSP-C/f (60)	1.02	2.12	−1.46	2.24	−2.49
CSP-C/f (40)	1.24	1.09	0.14	2.19	−1.72
CSP-C/L_e(300)	0.92	1.04	−0.06	1.98	−1.04
CSP-C/L_e(350)	1.14	0.94	0.17	2.09	−1.58
CSP-C/L_e(450)	1.05	3.38	−3.11	2.35	−2.64
CSP-C/ρ_sv(0.20)	1.71	10.05	−5.26	1.71	−0.71
CSP-C/ρ_sv(0.25)	1.47	8.40	−5.47	2.01	−1.14
Note: k₁, k₂, b, α, β─Key parameters of constitutive relation expression.

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