高延性混凝土加固钢筋混凝土梁受剪性能试验研究及承载力计算

邓明科; 宋诗飞; 张敏; 马福栋; 陈尚城; 张阳玺

doi:10.6052/j.issn.1000-4750.2020.06.0381

高延性混凝土加固钢筋混凝土梁受剪性能试验研究及承载力计算

doi: 10.6052/j.issn.1000-4750.2020.06.0381

邓明科^{1, 2,},
宋诗飞^1,,
张敏^1,,
马福栋^1,,
陈尚城^3,,
张阳玺^1, ,

1.
西安建筑科技大学土木工程学院，西安 710055
2.
西安建筑科技大学结构工程与抗震教育部重点实验室，西安 710055
3.
香港华艺设计顾问(深圳)有限公司，深圳 518031

基金项目: 国家自然科学基金项目(51708445)；西安市重大科技创新计划项目(20191522415KYPT015JC017)

详细信息

作者简介:
邓明科(1979−)，男，四川南充人，教授，博士，主要从事高性能材料与新型结构研究(E-mail: dengmingke@126.com)

宋诗飞(1994−)，男，山东临沂人，硕士生，主要从事建筑结构及抗震加固研究(E-mail: 1169926962@qq.com)

张　敏(1992−)，女，安徽阜阳人，博士生，主要从事建筑结构及抗震加固研究(E-mail: zhang_miner@126.com)

马福栋(1991−)，男，山东平阴人，博士生，主要从事高性能土木工程材料与新型结构研究(E-mail: mafudongmfd@126.com)

陈尚城(1993−)，男，重庆人，硕士生，主要从事建筑结构及抗震加固研究(E-mail: 923439669@qq.com)

通讯作者:
张阳玺(1990−)，男，四川安岳人，讲师，博士，主要从事新材料与结构加固研究(E-mail: yangxizhang@xauat.edu.cn)

中图分类号: TU375.1；TU317+.1
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- 被引次数: 0
出版历程
- 收稿日期: 2020-06-14
- 修回日期: 2020-08-31
- 网络出版日期: 2020-10-23
- 刊出日期: 2021-09-13

EXPERIMENTAL STUDY ON SHEAR BEHAVIOR AND CAPACITY PREDICTION OF RC BEAMS STRENGTHENED WITH HIGH DUCTILE CONCRETE

DENG Ming-ke^{1, 2
,},
SONG Shi-fei^1
,,
ZHANG Min^1
,,
MA Fu-dong^1
,,
CHEN Shang-cheng^3
,,
ZHANG Yang-xi^{1
, ,}

1.
School of Civil Engineering, Xi’an University of Architecture and Technology, Xi’an 710055, China
2.
Key Lab of Structural Engineering and Earthquake Resisitance, Ministry of Education (XAUAT), Xi’an 710055, China
3.
Hong Kong Huayi Design Consultants (Shenzhen) Limited, Shenzhen 518031, China

摘要

摘要: 为研究高延性混凝土(HDC)加固钢筋混凝土梁的受剪性能，该文对7根HDC加固梁及4根未加固梁进行静力试验，研究剪跨比、配箍率、加固层厚度和加固层附加箍筋对钢筋混凝土梁破坏形态、荷载-挠度曲线、受剪承载力以及裂缝的影响。结果表明：采用HDC面层对钢筋混凝土梁进行受剪加固，可以显著提高梁的受剪承载力；HDC面层可以代替部分箍筋的受剪作用，改善钢筋混凝土梁的剪切破坏形态；加固试件在达到极限位移之后，试件的完整性较好，剩余承载力较高。基于试验结果，利用桁架-拱模型，提出了HDC加固钢筋混凝土梁的受剪承载力计算公式，计算值与试验值吻合较好。
- 高延性混凝土 /
- 加固 /
- 钢筋混凝土梁 /
- 受剪承载力 /
- 桁架-拱模型
Abstract: In order to study the shear response of reinforced concrete (RC) beams strengthened with high ductile concrete (HDC) jacketing layer, 7 HDC jacketed RC beams and 4 non-strengthened RC beams were designed. The failure modes, load-deflection curves, shear capacities and cracks of the beams with different shear span ratios, stirrup ratios, thickness of HDC jacket and stirrups in HDC jacket were studied by static tests. The test results show that the HDC jacket can significantly improve the shear capacity of the beams. The HDC jacket can share partially shear loads which were taken by stirrups, and improve the shear failure pattern. After the ultimate displacements were reached, beams strengthened with HDC jacket exhibit good integrity and high residual bearing capacity. A formula based on the truss-arch model for calculating the shear capacity of beams strengthened with HDC jacket is proposed, and the calculated results are in good agreement with the test results.
- high ductile concrete /
- strengthened /
- reinforced concrete beam /
- shear capacity /
- truss-arch model

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图 1 试件尺寸及加固示意图 /mm

Figure 1. Section details and strengthening of test beam

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图 2 HDC哑铃型试件拉伸应力-应变曲线

Figure 2. Tensile stress-strain curve of HDC dumbbell specimen

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图 3 梁加载装置现场图

Figure 3. Field diagram of beam loading device

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图 4 位移计和应变片布置图

Figure 4. Location of displacement meters and strain gauges

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图 5 试件破坏形态及裂缝分布

Figure 5. Photographs and crack patterns of specimens at failure

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图 6 不同因素下梁荷载-挠度曲线

Figure 6. Load-deflection curves of beams under different factors

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图 7 承载力分析图

Figure 7. Loading capacity analysis

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图 8 桁架模型

Figure 8. Truss model

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图 9 桁架模型隔离体应力平衡

Figure 9. Equilibrium of stress in truss model

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图 10 拱模型

Figure 10. Arch model

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表 1 试件设计参数

Table 1. Main parameters of specimens

编号	受压筋/受拉筋	箍筋	配箍率/ (%)	剪跨比λ	HDC厚度/ mm	面层附加箍筋
FL2-1	216/225+118	6@150	0.25	2	−	−
FL2-2	216/225+118	6@150	0.25	2	15	−
FL2-3	216/225+118	6@150	0.25	2	25	−
FL2-4	216/225+118	6@150	0.25	2	25	6@150
FL2-5	222/325	8@100	0.67	2	−	−
FL2-6	222/325	8@100	0.67	2	25	−
FL2-7	216/225+118	6@220	0.17	2	−	−
FL2-8	216/225+118	6@220	0.17	2	25	−
FL3-1	220/322	6@220	0.17	3	−	−
FL3-2	220/322	6@220	0.17	3	25	−
FL3-3	220/322	6@220	0.17	3	25	6@220
注：原梁截面尺寸均为150 mm×300 mm。

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表 2 PVA纤维各项性能指标

Table 2. Performance indicators of PVA

长度/ mm	直径/ μm	抗拉强度/ MPa	弹性模量/ GPa	伸长率/ (%)	密度/ (g·cm⁻³)
12	35	1500	36	7	1.29

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表 3 普通混凝土、高延性混凝土力学性能

Table 3. Mechanical properties of concrete and HDC

材料	f_cu,m/MPa	f_c,m/MPa	f_t/MPa	ε_t/(%)
普通混凝土	32.13	21.48	2.66	−
高延性混凝土	67.00	62.90	5.20	1.27
注：f_cu,m、f_c,m分别为立方体和棱柱体抗压强度；f_t为抗拉强度；ε_t为拉应变。

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表 4 钢筋的力学性能

Table 4. Mechanical properties of steels

钢筋种类	直径/mm	f_y,m/MPa	ε_y/με	f_u,m/MPa
HPB300	6	375	1785	510
HRB400	8	400	2000	609
HRB400	16	460	2340	613
HRB400	18	448	2240	615
HRB400	20	445	2225	618
HRB400	22	405	2025	568
HRB400	25	438	2190	615
HRB500	22	543	2715	705
注：f_y,m为屈服强度；ε_y为屈服应变；f_u,m为极限抗拉强度。

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表 5 钢筋屈服情况

Table 5. Yield condition of steels

编号	箍筋	面层附加箍筋	箍筋	ε_ʋ/με	纵筋	ε_l/με
FL2-1	6@150	−	屈服	5658	未屈服	1508
FL2-2	6@150	−	屈服	7530	未屈服	1161
FL2-3	6@150	−	屈服	5406	未屈服	1856
FL2-4	6@150	6@150	屈服	6568	未屈服	1589
FL2-5	8@100	−	屈服	7805	未屈服	1650
FL2-6	8@100	−	屈服	9324	未屈服	1739
FL2-7	6@220	−	屈服	11449	未屈服	1859
FL2-8	6@220	−	屈服	3258	未屈服	2003
FL3-1	6@220	−	屈服	3986	未屈服	1197
FL3-2	6@220	−	屈服	2354	未屈服	1225
FL3-3	6@220	6@220	屈服	6584	屈服	2421
注：ε_ʋ为峰值荷载时箍筋应变；ε_l为峰值荷载时纵筋应变。

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表 6 试验结果

Table 6. Test results

试件编号	F_y/kN	F_m/kN	Δ_y/mm	Δ_m/mm	Δ_u/mm
FL2-1	244	279	3.00	4.80	6.77
FL2-2	312	362	3.40	4.84	5.86
FL2-3	376	440	4.05	5.67	7.79
FL2-4	440	474	4.38	5.24	6.34
FL2-5	379	433	3.68	6.02	13.25
FL2-6	458	492	4.00	5.65	8.95
FL2-7	236	260	2.58	3.21	4.02
FL2-8	344	406	3.08	4.40	4.77
FL3-1	202	238	5.71	8.38	11.04
FL3-2	233	258	4.21	6.60	10.59
FL3-3	340	395	6.98	10.21	10.41
注：F_y为屈服荷载；F_m为峰值荷载；Δ_y为屈服位移；Δ_m为峰值位移；Δ_u为极限位移。

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表 7 试验结果分析及破坏形态

Table 7. Test results analysis and failure modes

试件编号	竖缝开裂荷载/kN	提升幅度/(%)	斜缝开裂荷载/kN	提升幅度/(%)	峰值荷载/kN	提升幅度/(%)	破坏形态
FL2-1	20	−	158	−	279	−	剪压破坏
FL2-2	120	500	247	56	362	29	剪压破坏
FL2-3	140	600	260	64	440	57	剪压破坏
FL2-4	140	600	260	64	474	69	剪压破坏
FL2-5	60	−	140	−	433	−	剪压破坏
FL2-6	160	170	220	57	492	13	剪压破坏
FL2-7	44	−	120	−	260	−	剪压破坏
FL2-8	120	172	240	100	406	56	剪压破坏
FL3-1	20	−	100	−	238	−	剪压破坏
FL3-2	140	60	207	107	258	8	剪压破坏
FL3-3	140	60	240	140	395	66	弯剪破坏

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表 8 计算值与试验值的对比结果

Table 8. Comparison of theoretical and experimental results

试件编号	试验值/kN	规范计算值	规范计算值/ 试验值	本文计算值	本文计算值/ 试验值
FL2-1	139.5	101.0	0.730	132.7	0.95
FL2-2	181.0	125.8	0.700	184.2	1.01
FL2-3	220.0	143.5	0.650	218.5	0.99
FL2-4	237.0	181.6	0.770	274.4	1.15
FL2-5	216.5	178.3	0.820	229.3	1.05
FL2-6	246.0	220.8	0.900	279.7	1.13
FL2-7	130.0	95.8	0.740	111.1	0.97
FL2-8	203.0	138.3	0.680	196.8	1.07
FL3-1	119.0	78.4	0.660	91.0	0.85
FL3-2	129.0	110.2	0.850	170.0	1.32
FL3-3	197.5	136.2	0.690	211.3	1.06
平均值	−	−	0.745	−	1.05

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