基于竹纤维和钢丝网增强的玄武岩筋混凝土梁抗弯延性试验研究

陈伟; 袁青; 马浩瀚; 朱子充; 覃国辉; 田政

doi:10.21656/1000-0887.430302

基于竹纤维和钢丝网增强的玄武岩筋混凝土梁抗弯延性试验研究

doi: 10.21656/1000-0887.430302

四川农业大学土木工程学院，四川都江堰 611830

详细信息

作者简介:
陈伟（1986—），女，硕士生导师（通讯作者. E-mail：chenwei@sicau.edu.cn）

中图分类号: TU528
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- 被引次数: 0
出版历程
- 收稿日期: 2022-10-04
- 修回日期: 2022-10-28
- 网络出版日期: 2023-02-24
- 刊出日期: 2023-02-15

Experimental Study on the Flexural Ductility of BFRP Bar Concrete Beams With Bamboo Fiber and Steel Wire Mesh

School of Civil Engineering, Sichuan Agricultural University, Dujiangyan, Sichuan 611830, P.R.China

摘要

摘要:
为研究竹纤维和钢丝网对玄武岩纤维筋混凝土梁抗弯延性的影响，该研究以竹纤维长度（0 mm、30 mm、45 mm）及钢丝网布置范围（无、1/2最大弯矩点间布置、全梁段布置）为变量，对7根基于竹纤维和钢丝网增强的玄武岩纤维筋混凝土梁进行了弯曲破坏试验，对其初裂荷载、裂缝开展、极限荷载、变形情况等进行了检测。通过试验数据分析了纤维长度和钢丝网布置范围对试件抗裂、抗变形性能的影响；借助函数模型得到7根试验梁的等效屈服点，计算出了试件的延性系数。结果表明竹纤维和钢丝网的掺入使玄武岩纤维筋混凝土梁的开裂荷载提高了12% ~ 68%，减小了裂缝分布间距及长度发展速度，同等荷载下试验梁的变形减小，延性系数增大了1.58% ~ 31.75%。
- 钢丝网 /
- 竹纤维 /
- 玄武岩纤维筋 /
- 混凝土梁 /
- 延性
Abstract:
To study the effects of bamboo fiber and steel wire mesh on the flexural ductility of basalt fiber reinforced polymer（BFRP）bar concrete beams, 7 BFRP bar concrete beams with bamboo fiber and steel wire mesh were tested with different bamboo fiber lengths (0 mm, 30 mm and 45 mm) and different steel wire mesh layout ranges (0, 1/2 maximum bending moment point layout and full beam length layout). The flexural failure tests of the 7 beams were carried out, and the initial crack loads, the crack developments, the ultimate loads and the deformations were detected. The effects of the fiber length and the wire mesh layout range on the crack resistance and the deformation resistance of the specimens were analyzed based on the test data. With the function model, the equivalent yield points of the 7 test beams were obtained, and their ductility coefficients were calculated. The results show that, the addition of bamboo fiber and steel wire mesh increases the cracking loads of BFRP bar concrete beams by 12%~68%, decreases the crack spacings and the crack length development speed, reduces the test beam deformation under the same load, and increases the ductility coefficient by 1.58%~31.75%.
- wire mesh /
- bamboo fiber /
- BFRP rebar /
- concrete beam /
- ductility

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图 1 截面配筋图

Figure 1. The sectional reinforcement configuration

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图 2 钢丝网布置情况：（a） 1/2最大弯矩点间布置钢丝网；（b）全梁段布置钢丝网

Figure 2. The layout of the wire mesh: (a) the wire mesh is arranged between the points of 1/2 maximum bending moment; (b) the wire mesh arranged over the full beam length

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图 3 试验梁加载装置示意图

Figure 3. The test set-up

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图 4 试验梁的破坏特征和裂缝分布形态

Figure 4. Failure characteristics and fracture distribution patterns of the test beams

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图 5 平均裂缝间距

Figure 5. Average fracture spacings

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图 6 最大裂缝宽度

Figure 6. Maximum crack widths

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图 7 各试验梁变形曲线对比图

Figure 7. Comparison of deformation curves of various experimental beams

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图 8 等效弹塑性能量法

Figure 8. The equivalent elastic-plastic energy method

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图 9 单掺钢丝网与竹纤维对梁延性系数的影响

Figure 9. The respective effects of the wire mesh and the bamboo fiber on the beam ductility coefficient

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图 10 竹纤维长度对梁延性系数的影响

Figure 10. The effect of the bamboo fiber length on the beam ductility coefficient

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图 11 钢丝网布置范围对梁延性系数的影响

Figure 11. The effect of the wire mesh layout range on the beam ductility coefficient

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表 1 基体混凝土配合比

Table 1. Mix proportions of concrete

water	cement	crushed stone	medium sand
185 kg/m³	420 kg/m³	1273 kg/m³	572 kg/m³

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表 2 竹纤维性能参数

Table 2. Performance parameters of bamboo fiber

material	fiber diameter	fiber length	density
bamboo fiber	1.5 mm	30 mm，45 mm	848.826 kg/m³

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表 3 BFRP筋力学性能

Table 3. Mechanical properties of BFRP bars

diameter	tensile strength	elastic modulus
20 mm	1010.77 MPa	44 GPa

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表 4 试验梁参数

Table 4. Parameters of test beams

test beam	steel wire mesh layout	bamboo fiber length l/mm
L-0-0	–	0
L-0-30	–	30
L-1/2-30	between the 1/2 maximum bending moment points	30
L-1/2-45	between the 1/2 maximum bending moment points	45
L-1-0	the whole beam section	0
L-1-30	the whole beam section	30
L-1-45	the whole beam section	45

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表 5 主要试验结果

Table 5. Main test results

test beam	P_cr/kN	P_u/kN	Δ_u/mm
L-0-0	25	340	38
L-0-30	38	329	36
L-1/2-30	32	284	35
L-1/2-45	31	337	37
L-1-0	42	397	32
L-1-30	30	340	43
L-1-45	28	343	35

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表 6 主要试验结果

Table 6. Main test results

test beam	P_y/kN	Δ_u/mm	Δ_y/mm	μ
L-0-0	318	38	31.47	1.21
L-0-30	298	36	27.06	1.33
L-1/2-30	256	35	24.13	1.45
L-1/2-45	301	37	29.37	1.26
L-1-0	353	32	26.09	1.23
L-1-30	299	43	27.03	1.59
L-1-45	313	35	25.71	1.36

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