配置新型封闭缠绕式GFRP箍筋混凝土梁的受剪性能试验

原野; 王震宇; 王代玉

doi:10.13801/j.cnki.fhclxb.20220607.003

配置新型封闭缠绕式GFRP箍筋混凝土梁的受剪性能试验

doi: 10.13801/j.cnki.fhclxb.20220607.003

原野^{1, 2, 3},
王震宇⁴,
王代玉^{1, 2, 3, ,}

1.
哈尔滨工业大学　土木工程学院，哈尔滨 150090
2.
结构工程灾变与控制教育部重点实验室(哈尔滨工业大学)，哈尔滨 150090
3.
土木工程智能防灾减灾工业和信息化部重点实验室(哈尔滨工业大学)，哈尔滨 150090
4.
烟台大学　土木工程学院，烟台 264005

基金项目: 国家自然科学基金(51878224)；国家重点研发计划(2017 YFC0703001—02)

详细信息

通讯作者:
王代玉，博士，副教授，博士生导师，研究方向为FRP-钢-混凝土新型组合结构　E-mail: daiyuwang@hit.edu.cn

中图分类号: TU377.9+1
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出版历程
- 收稿日期: 2022-04-12
- 修回日期: 2022-05-18
- 录用日期: 2022-05-26
- 网络出版日期: 2022-06-07
- 刊出日期: 2022-11-01

Experimental study on the shear performance of concrete beams reinforced with new type closed winding GFRP stirrups

YUAN Ye^{1, 2, 3},
WANG Zhenyu⁴,
WANG Daiyu^{1, 2, 3
, ,}

1.
School of Civil Engineering, Harbin Institute of Technology, Harbin 150090, China
2.
Key Lab of Structures Dynamic Behavior & Control (Harbin Institute of Technology), Ministry of Education, Harbin 150090, China
3.
Key Lab of Smart Prevention and Mitigation of Civil Engineering Disasters (Harbin Institute of Technology), Ministry of Industry and Information Technology, Harbin 150090, China
4.
Yantai University, Yantai 264005, China

Funds: National Natural Science Foundation of China (51878224); National Key Research and Development Program of China (2017 YFC0703001—02)

摘要

摘要: 对采用新型封闭缠绕式玻璃纤维增强树脂复合材料(GFRP)箍筋的混凝土梁进行了三点加载试验，考察了箍筋形式、纵筋配筋率、剪跨比、箍筋间距对配置新型封闭缠绕式GFRP箍筋混凝土梁受剪性能的影响规律。试验结果表明，新型封闭缠绕式GFRP箍筋的弯曲段强度与平直段受拉强度之比达到0.81，是拉挤成型箍筋的2.07倍。剪跨比和箍筋间距相同时，新型封闭缠绕式GFRP箍筋混凝土梁的受剪性能更好，其材料利用效率显著高于拉挤成型箍筋。梁的抗剪承载力随纵筋配筋率增加的提高幅度不大，但梁的延性有较明显改善。当箍筋间距为75 mm，新型封闭缠绕式GFRP箍筋的应变显著增大，同时对剪压区混凝土产生一定的约束作用，提升了受剪承载力。采用中国(GB 50608—2020)、美国(ACI 440.1R-15)、加拿大(CSA S806-12)、英国(BISE—1999)和日本(JSCE—1997)五种纤维增强树脂复合材料(FRP)筋混凝土结构设计规范计算的受剪承载力显著低于试验值，建议适当提高新型封闭缠绕式GFRP箍筋的断裂应变限值。
- 受剪性能 /
- 混凝土梁 /
- FRP筋 /
- 剪跨比 /
- 箍筋
Abstract: This experimental study conducted a three-point loading test of concrete beams reinforced with a new type closed winding glass fiber-reinforced polymer (GFRP) stirrups, the effects of the form of stirrups, longitudinal reinforcement ratio, shear-span ratio and stirrups spacing on the shear behavior of concrete beams reinforced with new type closed winding GFRP stirrups were investigated. The test results indicate that the ratio of bend strength over tensile strength at the straight portion of new type closed winding GFRP stirrups is 0.81, which is 2.07 times higher than that of pultruded stirrups. When the shear-span ratio and the stirrups spacing are identical, beams with new type closed winding GFRP stirrups show improved shear performance compared with beams with pultruded stirrups. The increase in longitudinal reinforcement ratio has a minor effect on the shear capacity but could significantly improve the ductility of beams. When the spacing of the stirrups is 75 mm, new type closed winding GFRP stirrups produce greater stirrups strain and strongly confine the shear-compression zone of the concrete beam, which significantly enhances the shear capacity. The calculated shear capacities according to five fiber reinforced resin composite (FRP) reinforced concrete design codes of Chinese code (GB 50608—2020), American code (ACI 440.1R-15), Canadian code (CSA S806-12), British code (BISE—1999) and Japanese code (JSCE—1997) are significantly lower than the experimental results. It is suggested that the strain limit in design codes should be appropriately increased.
- shear behavior /
- concrete beams /
- FRP reinforcement /
- shear-span ratio /
- stirrups

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图 1 试件截面与加载测量装置示意图

Figure 1. Schematic drawing of cross-sectional details, test set-up and instrumentation of beam test

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图 2 纤维增强树脂复合材料(FRP)筋材的材料性能测试

Figure 2. Material test of fiber reinforced polymer (FRP) reinforcement

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图 3 试件GC1-W75 (a)、GC2-W75 (b) 与GC3-W75 (c) 的裂缝开展过程

Figure 3. Crack propagation process of specimen GC1-W75 (a), GC2-W75 (b) and GC3-W75 (c)

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图 4 GFRP筋混凝土梁的破坏模式

Figure 4. Failure mode of concrete beams reinforced with GFRP reinforcement

S1, S2, S3, S4—Stirrups with strain gauges attached

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图 5 GFRP筋混凝土梁剪力-跨中位移曲线

Figure 5. Shear load-midspan deflection curves of concrete beams reinforced with GFRP reinforcement

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图 6 GC2-W75的剪力-箍筋应变曲线

Figure 6. Shear load-stirrups strain curve of GC2-W75

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图 7 GC1-W100与GC1-P100中S2与S3位置的箍筋应变-跨中位移关系曲线

Figure 7. Stirrups strain-midspan deflection curves at the location S2 and S3 of GC1-W100 and GC1-P100

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图 8 GFRP筋混凝土梁平均箍筋应变与箍筋间距关系

Figure 8. Average stirrups strain-stirrups spacing relationship of concrete beams reinforced with GFRP reinforcement

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图 9 各GFRP筋混凝土梁试件箍筋的材料利用效率

Figure 9. Effectiveness of FRP utilization of concrete beams reinforced with GFRP reinforcement

*—Beams with pultruded stirrups

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表 1 试验工况

Table 1. Test matrix

Specimen	Stirrups type	s/mm	ρ/%	ρ_v/%	λ
GC1-P100	Pultruded	100	1.54	0.67	2.1
GC1-W75	New type	75	1.54	0.48	2.1
GC1-W100	New type	100	1.54	0.36	2.1
GC1-W125	New type	125	1.54	0.29	2.1
GC1-W150	New type	150	1.54	0.24	2.1
GC2-W75	New type	75	2.21	0.48	2.1
GC2-W100	New type	100	2.21	0.36	2.1
GC2-W125	New type	125	2.21	0.29	2.1
GC2-W150	New type	150	2.21	0.24	2.1
GC3-P100	Pultruded	100	2.21	0.67	2.9
GC3-W75	New type	75	2.21	0.48	2.9
GC3-W100	New type	100	2.21	0.36	2.9
GC3-W125	New type	125	2.21	0.29	2.9
GC3-W150	New type	150	2.21	0.24	2.9
Notes: ρ—Longitudinal reinforcement ratio; ρ_v—Shear reinforcement ratio; λ—Shear-span ratio; GC—Glass fiber-reinforced polymer (GFRP) stirrups reinforced concrete beams; P—Pultruded GFRP stirrups; W—Closed winding stirrups; s—Stirrups spacing.

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表 2 FRP筋材力学性能参数

Table 2. Mechanical properties of FRP reinforcements

Material	GFRP bar	Pultruded stirrups	New type stirrups
d/mm or w×t/mm²	16	8	9×3
A/mm²	201	50	27
E/MPa	47.2	50.2	55.0
f_fu/MPa	889	1059	1096
$ {\varepsilon _{{\text{fu}}}} $/%	1.88	2.12	1.99
f_fb/MPa	−	415	892
f_fb/f_fu	−	0.39	0.81
Notes: d—Diameter of pultruded GFRP bar or stirrups; w and t—Width and thickness of new type stirrups; A—Cross-sectional area of reinforcement; E—Elastic modulus; f_fu—Tensile strength of the straight portion of reinforcements; $ {\varepsilon _{{\text{fu}}}} $—Ultimate strain at the straight portion; f_fb—Bend corner strength of stirrups.

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表 3 GFRP筋混凝土梁受剪试验结果

Table 3. Shear test result of GFRP reinforced concrete beams

Beam	V_u/kN	Δ_p/mm	Δ_u/mm	K_s/(kN·mm⁻¹)	$ {\varepsilon _{{\text{max}}}} $/%	$ {\varepsilon _{{\text{avg}}}} $/%	$ {\varepsilon _{{\text{avg}}}}/{\varepsilon _{{\text{fu}}}} $	Stirrups ruptured or not
GC1-P100	139.6	10.28	11.75	26.8	1.01	0.60	0.28	No
GC1-W75	151.4	13.02	13.02	33.8	1.36	0.94	0.47	Yes
GC1-W100	140.6	10.25	10.25	30.3	0.95	0.73	0.37	No
GC1-W125	131.6	9.51	9.51	28.8	0.89	0.67	0.34	No
GC1-W150	135.7	10.82	10.82	30.8	1.11	0.62	0.31	No
GC2-W75	168.4	15.93	15.93	46.4	1.54	1.23	0.62	Yes
GC2-W100	137.4	8.42	10.31	45.8	−	−	−	Yes
GC2-W125	139.9	8.17	13.05	46.1	1.14	0.60	0.30	No
GC2-W150	103.5	6.39	10.51	36.1	1.06	0.53	0.27	No
GC3-P100	101.8	17.08	17.08	12.6	1.12	0.68	0.32	No
GC3-W75	147.9	32.78	32.78	16.6	1.59	1.24	0.62	Yes
GC3-W100	117.5	27.46	27.46	14.9	1.09	0.86	0.43	No
GC3-W125	102.4	24.23	24.23	15.2	1.54	1.04	0.52	Yes
GC3-W150	92.9	15.28	15.28	15.7	1.31	1.11	0.56	Yes
Notes: V_u—Shear capacity; Δ_p—Midspan deflection at peak load; Δ_u—Midspan deflection at final failure (for the specimens failed at peak load, Δ_u is equal to the Δ_p); K_s—Stiffness after shear cracking, which was calculated as the slope of the line connecting the two points with loads of 40 kN and 90 kN respectively; $ {\varepsilon _{{\text{max}}}} $—Maximal stirrups strain at ultimate; $ {\varepsilon _{{\text{avg}}}} $—Average stirrups strain at ultimate; $ {\varepsilon _{\text{f}}}_{\text{u}} $—Ultimate strain. The strain gauges of GC2-W100 were damaged prior to the failure.

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表 4 规范中的FRP筋混凝土梁受剪承载力计算公式

Table 4. Code formula for calculating the shear capacity of FRP reinforced concrete beams

Design code	Concrete contribution	Shear reinforcement contribution
GB 50608—2020^[19]	${V_{\text{c}}} = 0.86{f_{\text{t}}}bc$ $c = k{h_{\text{0}}}$ $k = \sqrt {2{\rho _{\text{f}}}{\alpha _{\text{E}}} + {{\left( {{\rho _{\text{f}}}{\alpha _{\text{E}}}} \right)}^2}} - {\rho _{\text{f}}}{\alpha _{\text{E}}}$ ${\rho _{\text{f}}} = {A_{\text{f}}}/b{h_{\text{0}}}$	${V_{\text{f} } } = \dfrac{ { {A_{ {\text{fv} } } }{f_{ {\text{fv} } } }{h_{\text{0} } } }}{s}$ ${f_{ {\text{fv} } } } = \min \left( {0.004{E_{ {\text{fv} } } },(0.05\dfrac{ { {r_{\text{b} } } }}{ { {d_{\text{b} } } }} + 0.3){f_{ {\text{fu} } } }} \right)$
ACI 440.1 R-15^[20]	${V_{\text{c} } } = \dfrac{2}{5}\sqrt { { {f}_{\rm{c}}'} } bk{h_{\text{0} } }$ $k = \sqrt {2{\rho _{\text{f}}}{\alpha _{\text{E}}} + {{\left( {{\rho _{\text{f}}}{\alpha _{\text{E}}}} \right)}^2}} - {\rho _{\text{f}}}{\alpha _{\text{E}}}$	${V_{\text{f} } } = \dfrac{ { {A_{ {\text{fv} } } }{f_{ {\text{fv} } } }{h_{\text{0} } } }}{s}$ ${f_{ {\text{fv} } } } = \min \left( {0.004{E_{ {\text{fv} } } },(0.05\dfrac{ { {r_{\text{b} } } }}{ { {d_{\text{b} } } }} + 0.3){f_{ {\text{fu} } } }} \right)$
CSA S806-12^[21]	$ {V_{\text{c}}} = 0.05{k_{\text{m}}}{k_{\text{r}}}{k_{\text{a}}}{k_{\text{s}}}{\left( {{{f}_{\rm{c}}'}} \right)^{\frac{1}{3}}}b{h_{\text{0}}} $ $ 0.11\sqrt {{{f}_{\rm{c}}'}} b{h_{\text{v}}} \leqslant {V_{\text{f}}} \leqslant 0.22\sqrt {{{f}_{\rm{c}}'}} b{h_{\text{v}}} $ ${k_{\text{m} } } = \sqrt {\dfrac{ { { {\text{V} } }{h_{\text{0} } } }}{ { {M } } } } \leqslant 1.0$ $ {k_{\text{r}}} = 1 + {\left( {{E_{\text{f}}}{\rho _{\text{f}}}} \right)^{\frac{1}{3}}} $ ${k_{\text{a} } } = \dfrac{ {2.5{V }h_0} }{ { {M } }} \leqslant 2.5$ ${k_{\text{s} } } = \dfrac{ {750} }{ {450 + {h_{ {\text{0} } } } } } \leqslant 1.0$	${V } = \dfrac{ { {A_{ {\text{fv} } } }{f_{ {\text{fv} } } }{h_{\text{v} } }\cot \theta } }{s}$ $ \theta = 30 + 7000{\varepsilon _x} $ ${\varepsilon _x} = \dfrac{ {M/{{h_0} } + V} }{ {2{E_{\text{f} } }{A_{\text{f} } } }}$ $ {h_{\text{v}}} = \min \left( {0.9{h_0},0.72 h} \right) $ $ {f_{{\text{fv}}}} = \min \left( {0.005{E_{{\text{fv}}}},0.4{f_{{\text{fu}}}},1\;200\;{\text{MPa}}} \right) $
BISE—1999^[22]	${V_{\text{c} } } = 0.79{\left( {100{\rho _{\text{f} } }\dfrac{ { {E_{\text{f} } } }}{ { {E_{\text{s} } } } } } \right)^{\frac{1}{3} } }{\left( {\dfrac{ {400} }{ { {h_0} } } } \right)^{\frac{1}{4} } }{\left( {\dfrac{ {1.25{f_{\text{c} }' } } }{ {25} } } \right)^{\frac{1}{3} } }b h_0$	${V_{\text{f} } } = \dfrac{ {0.0025{A_{ {\text{fv} } } }{E_{ {\text{fv} } } }{h_0} } }{s}$
JSCE—1997^[23]	$ {V_{\text{c}}} = {\beta _{\text{d}}}{\beta _{\text{p}}}{{{f}}_{{\rm{vcd}}}}b{h_{\text{0}}} $ ${\beta _{\text{d} } } = {\left( {\dfrac{ {1000} }{ { {h_0} } } } \right)^{\frac{1}{4} } } \leqslant 1.5$ ${\beta _{\text{p} } }{\text{ = } }{\left( {1000 \times \dfrac{ { {\rho _{\text{f} } }{E_{\text{f} } } }}{ { {E_{\text{s} } } } } } \right)^{\frac{1}{3} } } \leqslant 1.5$ $f_{\mathrm{vcd} }=0.2 f_{c}^{\prime \frac{1}{3} } \leqslant 0.72 \mathrm{~N} / \mathrm{mm}^{2}$	${V_{\text{f} } } = \dfrac{ { {A_{ {\text{fv} } } }{E_{ {\text{fv} } } }{\varepsilon _{\text{f} } }_{\text{v} }z} }{s}$ $ z{\text{ = }}{h_0}/1.15 $ ${\varepsilon _{\text{f} } }_{\text{v} } = \sqrt { { {\left( {\dfrac{h}{ {0.3} } } \right)}^{ - \frac{1}{ {10} } } }{f_{\text{c} }' } \dfrac{ { {\rho _{\text{f} } }{E_{\text{f} } } }}{ { {\rho _{ {\text{fv} } } }{E_{ {\text{fv} } } } } } } \times {10^{ - 4} }$
Notes: f_t—Tensile strength of concrete; b—Width of concrete beam; h—Depth of the beam; h₀—Distance from compression fiber to the centroid of tension reinforcement; k—Ratio of depth of neutral axis to reinforcement depth; ${\alpha _{\text{E}}}$—Ratio of modulus of elasticity of FRP bars to modulus of elasticity of concrete; A_f, E_f and $ {\rho _{\text{f}}} $—The area, the modulus of elasticity and the reinforcement ratio of longitudinal bars; A_fv, E_fv, f_fv and $ {\rho _{\text{f}}}_{\text{v}} $—The area, the modulus of elasticity, the stress of FRP and the reinforcement ratio shear reinforcement; r_b and d_b—Radius of the bend corner and the bar diameter of the pultruded stirrups; $ {f'_{\text{c}}} $—Cylinder compressive strength of concrete; k_a—Coefficient taking into account the effect of arch action; k_s—Coefficient taking into account the effect of member size; k_m—Coefficient taking into account the effect of the moment at section; $ \theta $—Angle between the diagonal shear crack and the horizontal axis; $ {\varepsilon _x} $—Longitudinal strain at mid-depth of the section; E_s—Modulus of elasticity of steel; s—Spacing of stirrups; M—Moment acting on the beam; V—Shear force acting on the beam; V_c—Shear force resisted by concrete; V_f—Shear force resisted by stirrups; f_fu—Tensile strength of the straight portion of stirrups.

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表 5 不同规范对FRP筋混凝土梁受剪承载力预测结果

Table 5. Different code predictions of the shear capacity for FRP reinforced concrete beams

	Experi-mental results	GB 50608—2020				ACI 440.1 R-15				CSA S806-12				BISE—1999				JSCE—1997
Beam	V_u/kN	V_pre/kN	V_pre/V_u	V_pre,_m/kN	V_pre,m/V_u	V_pre/kN	V_pre/V_u	V_pre,m/kN	V_pre,m/V_u	V_pre/kN	V_pre/V_u	V_pre,m/kN	V_pre,m/V_u	V_pre/kN	V_pre/V_u	V_pre,m/kN	V_pre,m/V_u	V_pre/kN	V_pre/V_u	V_pre,m	V_pre,m/V_u
GC1-P100	139.6	72.0	0.52	−	−	72.0	0.52	−	−	84.7	0.61	−	−	62.9	0.45	−	−	63.1	0.45	−	−
GC1-W75	151.4	57.1	0.38	162.6	1.07	57.1	0.38	162.5	1.07	68.0	0.45	114.4	0.76	53.7	0.35	170.6	1.13	60.5	0.40	176.5	1.17
GC1-W100	140.6	47.5	0.34	126.7	0.90	47.5	0.34	126.6	0.90	62.7	0.45	95.8	0.68	47.7	0.34	135.4	0.96	59.6	0.42	145.8	1.04
GC1-W125	131.6	41.8	0.32	105.1	0.80	41.8	0.32	105.0	0.80	59.2	0.45	84.6	0.64	44.1	0.33	114.2	0.87	59.0	0.45	127.5	0.97
GC1-W150	135.7	38.0	0.28	90.7	0.67	38.0	0.28	90.7	0.67	56.3	0.41	77.1	0.57	41.7	0.31	100.1	0.74	58.6	0.43	115.2	0.85
GC2-W75	168.4	60.3	0.36	165.8	0.98	60.3	0.36	165.7	0.98	80.4	0.48	118.9	0.71	57.4	0.34	174.3	1.03	61.7	0.37	176.5	1.05
GC2-W100	137.4	50.7	0.37	129.8	0.94	50.7	0.37	129.7	0.94	73.0	0.53	103.3	0.75	51.4	0.37	139.1	1.01	60.7	0.44	145.8	1.06
GC2-W125	139.9	44.9	0.32	108.3	0.77	44.9	0.32	108.2	0.77	68.2	0.49	95.7	0.68	47.8	0.34	117.9	0.84	60.0	0.43	127.5	0.91
GC2-W150	103.5	41.1	0.40	93.9	0.91	41.1	0.40	93.8	0.91	64.8	0.63	89.7	0.87	45.4	0.44	103.8	1.00	59.5	0.57	115.2	1.11
GC3-P100	101.8	75.2	0.74	−	−	75.2	0.74	−	−	80.3	0.79	−	−	66.7	0.65	−	−	61.6	0.61	−	−
GC3-W75	147.9	60.3	0.41	165.8	1.12	60.3	0.41	165.7	1.12	70.8	0.48	112.1	0.76	57.4	0.39	174.3	1.18	61.7	0.42	176.5	1.19
GC3-W100	117.5	50.7	0.43	129.8	1.10	50.7	0.43	129.7	1.10	64.4	0.55	93.4	0.79	51.4	0.44	139.1	1.18	60.7	0.52	145.8	1.24
GC3-W125	102.4	44.9	0.44	108.3	1.06	44.9	0.44	108.2	1.06	59.8	0.58	82.8	0.81	47.8	0.47	117.9	1.15	60.0	0.59	127.5	1.24
GC3-W150	92.9	41.1	0.44	93.9	1.01	41.1	0.44	93.8	1.01	56.6	0.61	78.5	0.84	45.4	0.49	103.8	1.12	59.5	0.64	115.2	1.24
Notes: V_u—Shear capacity; V_pre—Predicted shear capacity by design codes; V_{pre, m}—Predicted shear capacity using the average stirrups strain of the ruptured stirrup.

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