BFRP筋钢-混组合梁高温后力学性能试验

武芳文; 陈中村; 何岚清; 左剑; 樊州

doi:10.13801/j.cnki.fhclxb.20220804.004

BFRP筋钢-混组合梁高温后力学性能试验

doi: 10.13801/j.cnki.fhclxb.20220804.004

长安大学　公路学院，西安 710064

基金项目: 中央高校基本科研业务费(300102212212)；陕西省自然科学基础研究计划重点项目(2022 JZ-32)

详细信息

通讯作者:
武芳文，工学博士，副教授，博士生导师，研究方向为钢-混凝土组合结构理论与应用　E-mail: wufangwen@chd.edu.cn

中图分类号: TB332；U441.4
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出版历程
- 收稿日期: 2022-05-10
- 修回日期: 2022-07-18
- 录用日期: 2022-07-20
- 网络出版日期: 2022-08-05
- 刊出日期: 2023-05-15

Mechanical properties experiment of steel-concrete composite beams reinforced with BFRP bars after high temperature

School of Highway, Chang'an University, Xi'an 710064, China

Funds: Fundamental Research Funds for the Central Universities, CHD (300102212212); Natural Science Basic Research Program of Shaanxi (2022 JZ-32)

摘要

摘要: 设计了常温(25℃)、200℃、400℃和600℃四个工况，通过模型试验方法探究了玄武岩纤维增强树脂复合材料(Basalt fiber reinforced polymer，BFRP)筋钢-混组合梁高温后的破坏形态和力学性能。通过分析试验梁裂缝开展、挠度变形、温度场和破坏过程规律，研究BFRP筋和普通钢筋钢-混组合梁的破坏模式和承载能力。结果表明：经历400℃高温后，BFRP筋劣化导致力学性能大幅降低；筋体膨胀导致混凝土板开裂，其裂缝开展与普通钢筋钢-混组合梁显著不同，主裂缝沿横向筋材规律开展，且裂缝较宽。温度低于400℃时，由于混凝土的包裹，BFRP筋未达到劣化温度，两种钢-混组合梁承载能力和外观差别较小；600℃后，BFRP筋劣化，削弱了混凝土板刚度和强度，导致BFRP筋钢-混组合梁承载能力比普通钢筋钢-混组合梁降低更多；BFRP筋钢-混组合梁因整体刚度较小，加载后变形更大。高温后两种钢-混组合梁破坏模式相似，均为剪切破坏，有明显弹性、弹塑性和破坏阶段；600℃时，两种钢-混组合梁延性大幅降低，塑性变形减少，破坏较为突然。研究成果可为BFRP筋在钢-混组合梁中的应用提供参考。
- 钢-混组合梁 /
- 模型试验 /
- 高温 /
- BFRP筋 /
- 力学性能
Abstract: Four working conditions of room temperature (25℃), 200℃, 400℃ and 600℃ were designed. The failure modes and mechanical properties of steel-concrete composite beams reinforced with basalt fiber reinforced polymer (BFRP) bars after high temperature were studied by the model experiment method. The failure modes and bearing capacity of steel-concrete composite beams reinforced with BFRP bars and steel bars were studied by analyzing the test beam’s crack development, deflection deformation, temperature field and failure process. The results show that the mechanical properties of BFRP bars are significantly reduced after a high temperature of 400℃. The mechanical properties of composite beams are significantly reduced after the high temperature of 400℃ due to the deterioration of BFRP bars. The expansion of BFRP bars leads to the cracking of concrete slab, and the crack development is obviously different from that of steel-concrete composite beams reinforced with steel bars. The main cracks regularly develop along with the transverse reinforcements, and the cracks are wider. When the temperature is lower than 400℃, BFRP bars do not reach the deterioration temperature due to the wrapping of concrete, and the bearing capacity and appearance of the two steel-concrete composite beams have little difference. After 600℃, the deterioration of BFRP bars weakens the stiffness and strength of concrete slabs, resulting in a decrease in the bearing capacity of steel-concrete composite beams reinforced with BFRP bars more than steel bars. The steel-concrete composite beams reinforced with BFRP bars have larger deformation after loading due to the small overall stiffness. After high temperature, the failure modes of the two steel-concrete composite beams are similar, which are shear failure with evident elastic, elastoplastic and failure stages. At 600℃, the ductility of the two steel-concrete composite beams is significantly reduced, the plastic deformation is reduced, and the failure is more sudden. The research results can provide a reference for applying BFRP bars in steel-concrete composite beams.
- steel-concrete composite beam /
- model test /
- high temperature /
- BFRP bars /
- mechanical properties

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图 1 试验梁尺寸

Figure 1. Test beam size

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图 2 高温试验

Figure 2. High temperature test

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图 3 变形测点布置

Figure 3. Layout of deformation measuring points

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图 4 高温炉升温曲线

Figure 4. Heating curves of furnace

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图 5 热电偶布置

Figure 5. Thermocouple arrangement

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图 6 加载装置图

Figure 6. Loading scheme

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图 7 高温后的玄武岩纤维增强树脂复合材料(BFRP)筋

Figure 7. Basalt fiber reinforced polymer (BFRP) bars after high temperature

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图 8 材料力学性能试验

Figure 8. Material mechanical properties test

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图 9 高温后各材料力学性能

Figure 9. Mechanical properties of materials after high temperature

f_tu—Ultimate tensile strength of steel; f_y—Yield strength of steel; f_cu—Ultimate compressive strength of concrete cube

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图 10 高温后钢-混组合梁外观

Figure 10. Appearance of steel-concrete composite beams after high temperature

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图 11 600℃时温度沿钢-混组合梁梁长的变化

Figure 11. Temperature changes along beam length of steel-concrete composite beam at 600℃

h—Distance from the bottom of the beam

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图 12 温度沿钢-混组合梁梁高的变化

Figure 12. Temperature change along the height of steel-concrete composite beam

T—Furnace temperature

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图 13 钢-混组合梁混凝土板升温曲线

Figure 13. Heating curves of steel-concrete composite beam concrete slab

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图 14 钢-混组合梁破坏图

Figure 14. Failure diagram of steel-concrete composite beams

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图 15 钢-混组合梁荷载-挠度曲线

Figure 15. Load-deflection curves of steel-concrete composite beams

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图 16 钢-混组合梁跨中截面应变分布

Figure 16. Strain distribution at mid-span section of steel-concrete composite beams

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表 1 C50混凝土配合比

Table 1. C50 concrete mix proportion kg/m³

Cement	Mineral fines	Sand	Crushed stone	Water	Water reducer
335.2	83.2	655	1116	170	8.1

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表 2 钢-混组合梁设计参数

Table 2. Design parameters of steel-concrete composite beams

Number	Material composition	Test temperature/℃
S-SCB-25	C50+HRB400	25
S-SCB-200	C50+HRB400	200
S-SCB-400	C50+HRB400	400
S-SCB-600	C50+HRB400	600
BFRP-SCB-25	C50+BFRP bars	25
BFRP-SCB-200	C50+BFRP bars	200
BFRP-SCB-400	C50+BFRP bars	400
BFRP-SCB-600	C50+BFRP bars	600
Notes: S, BFRP—Type of reinforcement; SCB—Steel-concrete composite beam; Figure—Test temperature; such as BFRP-SCB-200—Steel-concrete composite beam with BFRP bars at 200℃.

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表 3 钢-混组合梁残余承载能力

Table 3. Residual bearing capacity of steel-concrete composite beams

Test beam	P_u (25℃)/kN	P_u(200℃)/kN	P_u(400℃)/kN	P_u(600℃)/kN
S-SCB	512.8	476.2	439.1	390.0
BFRP-SCB	506.3	465.9	441.1	332.7
Note: P_u—Ultimate bearing capacity.

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