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

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^{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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- 被引次数: 0
出版历程
- 收稿日期: 2022-04-12
- 录用日期: 2022-05-26
- 修回日期: 2022-05-18
- 网络出版日期: 2022-06-14

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

Ye YUAN^{1, 2, 3},
Zhenyu WANG⁴,
Daiyu WANG^{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: The National Natural Science Foundation of China (51878224); The 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75mm，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(GB50608-2020)、美国(ACI 440.1R-15)、加拿大(CSA S806-12)、英国(BISE-1999)和日本(JSCE-1997)五种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 75mm, 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 FRP reinforced concrete design codes of Chinese code (GB50608-2020), 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 FRP筋材的材料性能测试

Figure 2. Material test of FRP reinforcement

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图 3 试件GC1-W75、GC2-W75与GC3-W75的裂缝开展过程

Figure 3. Crack propagation process of specimen GC1-W75、GC2-W75 and GC3-W75

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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

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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 GC1-2100 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

Note: * stands for beams with pultruded stirrups

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表 1 试验工况

Table 1. Test matrix

Specimen	Stirrups type	s/mm	ρ_l/%	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_l is the longitudinal reinforcement ratio; ρ_v is the shear reinforcement ratio; λ is the shear-span ratio. “GC” stands for GFRP stirrups reinforced concrete beams. The λ and ρ_l of batch GC1 are 2.1 and 1.54%, the the λ and ρ_l of batch GC2 are 2.1 and 2.21%, and the λ and ρ_l, of batch GC3 are 2.9 and 2.21%. The character “P” stands for pultruded GFRP stirrups, “W” stands for closed winding stirrups, and the following number stands for the 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 or w×t/mm	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 is the diameter of pultruded GFRP bar or stirrups; w and t are the width and thickness of new type stirrups, A is the cross-sectional area of reinforcement; E is the elastic modulus, f_fu is the tensile strength of the straight portion of reinforcements, $ {\varepsilon _{{\text{fu}}}} $is the ultimate strain at the straight portion, f_fb is the 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	$ {\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	N
GC1-W75	151.4	13.02	13.02	33.8	1.36	0.94	0.47	Y
GC1-W100	140.6	10.25	10.25	30.3	0.95	0.73	0.37	N
GC1-W125	131.6	9.51	9.51	28.8	0.89	0.67	0.34	N
GC1-W150	135.7	10.82	10.82	30.8	1.11	0.62	0.31	N
GC2-W75	168.4	15.93	15.93	46.4	1.54	1.23	0.62	Y
GC2-W100	137.4	8.42	10.31	45.8	−	−	−	Y
GC2-W125	139.9	8.17	13.05	46.1	1.14	0.60	0.30	N
GC2-W150	103.5	6.39	10.51	36.1	1.06	0.53	0.27	N
GC3-P100	101.8	17.08	17.08	12.6	1.12	0.68	0.32	N
GC3-W75	147.9	32.78	32.78	16.6	1.59	1.24	0.62	Y
GC3-W100	117.5	27.46	27.46	14.9	1.09	0.86	0.43	N
GC3-W125	102.4	24.23	24.23	15.2	1.54	1.04	0.52	Y
GC3-W150	92.9	15.28	15.28	15.7	1.31	1.11	0.56	Y
Notes: V_u is the shear capacity; Δ_p is the midspan deflection at peak load, Δ_u is the midspan deflection at final failure (for the specimens failed at peak load, Δ_u is equal to the Δ_p); K_s is the 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}}}} $is the maximal stirrups strain at ultimate; $ {\varepsilon _{{\text{avg}}}} $is the average stirrups strain at ultimate; $ {\varepsilon _{\text{f}}}_{\text{u}} $is the 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
GB50608-2020^[17]	${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^[18]	${V_{\text{c} } } = \dfrac{2}{5}\sqrt { { {f'}_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^[19]	$ {V_{\text{c}}} = 0.05{k_{\text{m}}}{k_{\text{r}}}{k_{\text{a}}}{k_{\text{s}}}{\left( {{{f'}_c}} \right)^{\frac{1}{3}}}b{h_{\text{0}}} $$ 0.11\sqrt {{{f'}_c}} b{h_{\text{v}}} \leqslant {V_{\text{c}}} \leqslant 0.22\sqrt {{{f'}_c}} b{h_{\text{v}}} $${k_{\text{m} } } = \sqrt {\dfrac{ { { {\text{V} }_{\text{f} } }{h_{\text{0} } } }}{ { {M_{\text{f} } } } } } \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_{\text{f} } }d} }{ { {M_{\text{f} } } }} \leqslant 2.5$${k_{\text{s} } } = \dfrac{ {750} }{ {450 + {h_{ {\text{fo} } } } } } \leqslant 1.0$	${V_{\text{s} } } = \dfrac{ { {A_{ {\text{fv} } } }{f_{ {\text{fv} } } }{h_{\text{v} } }\cot \theta } }{s}$$ \theta = 30 + 7000{\varepsilon _x} $${\varepsilon _x} = \dfrac{ {M/{\text{d} } + V} }{ {2{E_{\text{f} } }{A_{\text{f} } } }}$$ {h_{\text{v}}} = \min \left( {0.9{h_0},0.72 h} \right) $$ {f_{{\text{fv}}}} = \min \left( {0.005{E_{{\text{fv}}}},0.4{f_{{\text{fu}}}},1200{\text{MPa}}} \right) $
BISE-1999^[22]	${V_{\text{c} } } = 0.79{\left( {100{\rho _{\text{f} } }\dfrac{ { {E_{\text{f} } } }}{ { {E_{\text{s} } } } } } \right)^{\frac{1}{3} } }{\left( {\dfrac{ {400} }{ { {h_0} } } } \right)^{\frac{1}{4} } }{\left( {\dfrac{ {1.25{f_{\text{c} } }^\prime } }{ {25} } } \right)^{\frac{1}{3} } }bd$	${V_{\text{s} } } = \dfrac{ {0.0025{A_{ {\text{fv} } } }{E_{ {\text{fv} } } }{h_0} } }{s}$
JSCE-1997^[23]	$ {V_{\text{c}}} = {\beta _{\text{d}}}{\beta _{\text{p}}}{{\text{f}}_{{{\upsilon cd}}}}b{h_{\text{0}}} $${\beta _{\text{d} } } = {\left( {\dfrac{ {1000} }{ { {h_0} } } } \right)^{\frac{1}{4} } } \leqslant 1.5$${\beta _{\text{p} } }{\text{ = } }{\left( {1000 \cdot \dfrac{ { {\rho _{\text{f} } }{E_{\text{f} } } }}{ { {E_{\text{s} } } } } } \right)^{\frac{1}{3} } } \leqslant 1.5$$ f_{\mathrm{vcd}}=0.2 f_{c}^{\prime \frac{1}{3}} \leq 0.72 \mathrm{~N} / \mathrm{mm}^{2} $	${V_{\text{s} } } = \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} } }^\prime \dfrac{ { {\rho _{\text{f} } }{E_{\text{f} } } }}{ { {\rho _{ {\text{fv} } } }{E_{ {\text{fv} } } } } } } \cdot {10^{ - 4} }$
Notes: f_t is the tensile strength of concrete; b is the width of concrete beam; h is the depth of the beam; h₀ is the distance from compression fiber to the centroid of tension reinforcement; k is the 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}}} $are the area, the modulus of elasticity and the reinforcement ratio of longitudinal bars; A_fv E_fv, f_fv and$ {\rho _{\text{f}}}_{\text{v}} $are the area, the modulus of elasticity, the stress of FRP and the reinforcement ratio shear reinforcement; r_b and d_b are the radius of the bend corner and the bar diameter of the pultruded stirrups; $ {f'_{\text{c}}} $ is the cylinder compressive strength of concrete, k_a is the coefficient taking into account the effect of arch action; k_s is the coefficient taking into account the effect of member size; k_m is the coefficient taking into account the effect of the moment at section; $ \theta $ is the angle between the diagonal shear crack and the horizontal axis; $ {\varepsilon _x} $ is the longitudinal strain at mid-depth of the section; E_s is the modulus of elasticity of steel.

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表 5 规范对FRP筋混凝土梁受剪承载力预测结果

Table 5. Code predictions of the shear capacity of FRP reinforced concrete beams

	GB50608-2020				ACI 440.1 R-15				CSA S806-12				BISE-1999				JSCE-1997
Beam	Vu/ kN	Vpre/ kN	$\dfrac{ {V }_{\text{pre} } }{ {V }_{\text{u} } }$	Vpre, m/kN	Vu/ kN	Vpre/ kN	$\dfrac{ {V }_{\text{pre} } }{ {V }_{\text{u} } }$	Vpre, m/kN	Vu/ kN	Vpre/ kN	$\dfrac{ {V }_{\text{pre} } }{ {V }_{\text{u} } }$	Vpre, m/kN	Vu/ kN	Vpre/ kN	$\dfrac{ {V }_{\text{pre} } }{ {V }_{\text{u} } }$	Vpre, m/kN	Vu/ kN	Vpre/ kN	$\dfrac{ {V }_{\text{pre} } }{ {V }_{\text{u} } }$	Vpre, m/kN	$\dfrac{ {V }_{\text{pre,m} } }{ {V }_{\text{u} } }$
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	0.45	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	0.53	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 is the shear capacity, V_pre is the predicted shear capacity by design codes, V_pre,m is the predicted shear capacity using the average stirrups strain of the ruptured stirrup.

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