预应力CFRP筋-螺纹钢筋-型钢/混凝土偏拉构件抗震性能试验

张鹏; 花东升; 邓宇; 李真真; 桂金洋; 覃宣盛

doi:10.13801/j.cnki.fhclxb.20210617.003

预应力CFRP筋-螺纹钢筋-型钢/混凝土偏拉构件抗震性能试验

doi: 10.13801/j.cnki.fhclxb.20210617.003

广西科技大学　土木建筑工程学院，柳州 545006

基金项目: 国家自然科学基金 (51768008)；中国博士后科学基金(2017M613273XB)；广西自然科学基金(2019JJA160137)

详细信息

通讯作者:
花东升，硕士，研究方向为新型复合材料及预应力型钢混凝土组合结构　E-mail：854283267@qq.com

中图分类号: TU375
计量
- 文章访问数: 724
- HTML全文浏览量: 419
- PDF下载量: 45
- 被引次数: 0
出版历程
- 收稿日期: 2021-04-06
- 修回日期: 2021-06-04
- 录用日期: 2021-06-05
- 网络出版日期: 2021-06-17
- 刊出日期: 2022-04-01

Experiment on seismic performance of prestressed CFRP tendons and rebars-steel reinforced concrete eccentrically tensioned members

College of Civil Engineering and Architecture, Guangxi University of Science and Technology, Liuzhou 545006, China

摘要

摘要: 为研究预应力碳纤维增强树脂复合材料(CFRP)筋-螺纹钢筋-型钢/混凝土(SRC)偏拉构件的抗震性能，对4根预应力CFRP筋-SRC偏拉构件、4根预应力螺纹钢筋-SRC偏拉构件和3根普通SRC受拉构件进行了低周反复荷载对比试验，试验参数包括偏心距、预应力张拉水平、竖向拉力、预应力筋类型。研究结果表明：所有构件的破坏形态均为弯剪破坏，构件滞回曲线均较饱满，延性较好。随着偏心距的增大，各构件承载力、延性及耗能能力均相应降低；随着预应力张拉水平的增大，构件承载力有一定提高，但耗能能力降低，延性系数先增后降，且增加幅度大于降低幅度；随着竖向拉力的增大，预应力CFRP筋-SRC偏拉构件的承载力、延性及耗能能力均相应降低。相较于普通SRC受拉构件，预应力CFRP筋-SRC偏拉构件具有更好的承载力、刚度、延性和抗裂能力，但耗能能力低；相较于预应力螺纹钢筋-SRC偏拉构件，预应力CFRP筋-SRC偏拉构件的承载力和延性较低，但耗能能力强。
- 预应力CFRP筋 /
- 偏心受拉 /
- 型钢/混凝土构件 /
- 拟静力试验 /
- 抗震性能
Abstract: In order to investigate the seismic performance of prestressed carbon fiber reinforced polymer (CFRP) tendons and rebars-steel reinforced concrete (SRC) eccentrically tensioned member, the low reversed cyclic loading tests of four members of prestressed CFRP tendons-SRC eccentric tension, 4 members of prestressed rebar-SRC eccentric tension and 3 members of ordinary SRC tension were conducted. The test parameters include eccentricity, prestressed tension level, vertical force and the types of prestressed tendon. The results show that the failure modes of all the members are bending shear failure, and the hysteretic curves of all the members are full and the ductility is good. With the increase of eccentricity, the bearing capacity, ductility and energy dissipation capacity of each component decrease accordingly. With the increase of the prestress tensile level, the bearing capacity of the component increases to a certain extent, but the energy dissipation capacity decreases, and the ductility coefficient increases first and then decreases, and the increase range is greater than the decrease range. With the increase of vertical tensile force, the bearing capacity, ductility and energy dissipation capacity of the prestressed CFRP tendons-SRC eccentric tensile member decrease correspondingly. Compared with the ordinary SRC tensile member, the prestressed CFRP tendons-SRC eccentric tensile member has better bearing capacity, stiffness, ductility and crack resistance, but lower energy consumption capacity. Compared with the prestressed rebar-SRC eccentric tensile member, the prestressed CFRP tendons-SRC eccentric tensile member has lower bearing capacity and ductility, but higher energy dissipation capacity.
- prestressed CFRP tendons /
- eccentric tension /
- steel concrete member /
- pseudo-static test /
- seismic performance

HTML全文

图 1 预应力碳纤维增强树脂复合材料(CFRP)筋-螺纹钢筋-型钢/混凝土试件几何尺寸及配筋图

Figure 1. Geometry size and reinforcing bars of prestressed carbon fiber reinforced polymer (CFRP) tendons and rebars-steel reinforced concrete specimens

下载: 全尺寸图片幻灯片

图 2 预应力CFRP筋-螺纹钢筋-型钢/混凝土试件加载端头示意图

Figure 2. Schematic diagram of loading end of prestressed CFRP tendons and rebars-steel reinforced concrete specimens

下载: 全尺寸图片幻灯片

图 3 CFRP筋和螺纹钢筋张拉装置

Figure 3. Tensioning device of CFRP tendons and rebars

下载: 全尺寸图片幻灯片

图 4 试验加载装置

Figure 4. Test loading device

下载: 全尺寸图片幻灯片

图 5 预应力CFRP筋-螺纹钢筋-型钢/混凝土试件测点布置

Figure 5. Measuring points layout of prestressed CFRP tendons and rebars-steel reinforced concrete specimens

下载: 全尺寸图片幻灯片

图 6 预应力CFRP筋-螺纹钢筋-型钢/混凝土试件变形下受力示意图

Figure 6. Force schematic of prestressed CFRP tendons and rebars-steel reinforced concrete specimens under deformation

L₁—Distance from the point of horizontal force to the bottom of the component; L₂—Distance from the point of vertical force to the bottom of the specimen; L₃—Distance between the point of vertical force operation and the vertical hinge shaft; L₄—Distance from the specimen axis to the horizontal hinge axis; P—Actual horizontal tension; P₁—Component of horizontal force perpendicular to the direction of the specimen; P₂—Component of the horizontal force along the direction of the specimen; N—Actual vertical tension; N₁—Component of vertical tension along the direction of the specimen; N₂—Component of the vertical tension perpendicular to the direction of the specimen; θ₁—Deviation angle between the horizontal hinge axis and the horizontal plane; α—Rotation angle between axis and vertical direction; β—Deflection angle between the direction of vertical tension and the vertical direction; δ—Distance between the point of horizontal force and the specimen axis; Δ—Horizontal displacement at the point of horizontal force

下载: 全尺寸图片幻灯片

图 7 预应力CFRP筋-螺纹钢筋-型钢/混凝土试件破坏形态

Figure 7. Failure patterns of prestressed CFRP tendons and rebars-steel reinforced concrete specimens

下载: 全尺寸图片幻灯片

图 8 预应力CFRP筋-螺纹钢筋-型钢/混凝土试件滞回曲线

Figure 8. Hysteretic loops of prestressed CFRP tendons and rebars-steel reinforced concrete specimens

下载: 全尺寸图片幻灯片

图 9 预应力CFRP筋-螺纹钢筋-型钢/混凝土试件骨架曲线

Figure 9. Skeleton curves of prestressed CFRP tendons and rebars-steel reinforced concrete specimens

下载: 全尺寸图片幻灯片

图 10 预应力CFRP筋-螺纹钢筋-型钢/混凝土试件刚度退化曲线

Figure 10. Stiffness degradation curves of prestressed CFRP tendons and rebars-steel reinforced concrete specimens

下载: 全尺寸图片幻灯片

表 1 预应力CFRP筋-螺纹钢筋-型钢/混凝土试件主要设计参数

Table 1. Main design parameters of prestressed CFRP tendons and rebars-steel reinforced concrete specimens

Specimen	e/mm	L_p/%	T /kN	Type of prestressed tendon
SEM-F7-T1-N1/C	50	40	30	CFRP
SEM-F7-T1-N2/C	50	60	30	CFRP
LEM-F7-T1-N1/C	150	40	30	CFRP
SEM-F7-T2-N1/C	50	40	50	CFRP
SEM-S15-T1-N1/C	50	40	30	Rebar
SEM-S15-T1-N2/C	50	60	30	Rebar
LEM-S15-T1-N1/C	150	40	30	Rebar
LEM-S15-T1-N2/C	150	60	30	Rebar
ATM-T1/C	0	0	30	－
SEM-T1/C	50	0	30	－
LEM-T1/C	150	0	30	－
Notes: ATM—Axial tension member; SEM—Small eccentric member; LEM—Large eccentric member; F7—CFRP tendons; S15—Finely-rolled threaded bars; T1 and T2—Eccentric tension of the specimens, which are 30kN and 50kN; N1 and N2—Tensioning level of the prestressed tendons, which are 40%f_ptk and 60%f_ptk; C—C40 concrete; e—Eccentricity; L_p—Prestressed tension level; T—Vertical pull.

下载: 导出CSV

表 2 钢材力学性能指标

Table 2. Mechanical properties of steel

Type		Yield strength/MPa	Ultimate strength/MPa	Modulus of elasticity/10⁵MPa
Steel	Q235	312.5	447.5	2.0
Steel	Q345	395.6	556.6	2.0
Grade HRB400 reinforced	C6	492	608	2.1
	C10	475	690	2.1
	C12	438	618	2.0

下载: 导出CSV

表 3 预应力筋力学性能指标

Table 3. Mechanical properties of prestressed tendons

Type	Diameter /mm	Ultimate strength/MPa	Modulus of elasticity/10⁵MPa
CFRP	7	1 910	1.54
Rebar	15	1026	2.10

下载: 导出CSV

表 4 预应力CFRP筋-螺纹钢筋-型钢/混凝土试件主要实验结果

Table 4. Main experimental results of prestressed CFRP tendons and rebars-steel reinforced concrete specimens

Specimen	Loading direction	Cracking point P_cr/kN	Yield point		Peak point		Ultimate point		μ
Specimen	Loading direction	Cracking point P_cr/kN	P_y/kN	Δ_y/mm	P_m/kN	Δ_m/mm	P_u/kN	Δ_u/mm	μ
SEM-F7-T1-N1/C	+	24.2	85.4	10.17	128.1	40.72	84.1	61.08	5.43
SEM-F7-T1-N1/C	−	12.1	75.3	12.56	104.2	40.70	99.0	61.05	5.43
SEM-F7-T1-N2/C	+	32.1	100.2	12.19	141.1	32.31	116.3	43.07	3.77
SEM-F7-T1-N2/C	−	10.2	80.3	10.76	104.1	32.30	88.2	43.10	3.77
LEM-F7-T1-N1/C	+	18.1	85.6	12.08	118.2	34.36	104.2	57.24	4.87
LEM-F7-T1-N1/C	−	14.0	85.2	11.44	110.1	34.35	100.0	57.21	4.87
SEM-F7-T2-N1/C	+	21.1	84.0	12.12	116.0	39.48	98.1	65.81	3.99
SEM-F7-T2-N1/C	−	18.1	74.1	13.16	104.1	39.52	88.5	65.72	3.99
SEM-S15-T1-N1/C	+	26.2	84.0	10.53	155.7	34.66	137.7	60.65	6.38
SEM-S15-T1-N1/C	−	13.8	75.2	8.66	110.0	34.65	106.1	60.63	6.38
SEM-S15-T1-N2/C	+	30.0	105.3	18.01	161.1	54.01	134.1	72.05	3.99
SEM-S15-T1-N2/C	−	12.1	100.3	18.14	121.6	54.06	110.2	72.06	3.99
LEM-S15-T1-N1/C	+	23.0	91.9	13.74	130.4	29.13	108.1	48.17	5.76
LEM-S15-T1-N1/C	−	15.1	66.0	6.02	114.4	29.10	96.8	48.19	5.76
LEM-S15-T1-N2/C	+	26.1	120.2	28.88	154.1	39.27	132.1	65.42	3.63
LEM-S15-T1-N2/C	−	13.7	80.0	13.09	110.3	39.26	94.3	65.42	3.63
ATM-T1/C	+	8.8	70.4	12.1	110.3	36.30	93.0	60.50	4.94
ATM-T1/C	−	10.0	80.0	12.4	106.9	36.28	90.9	60.52	4.94
SEM-T1/C	+	4.27	65.9	12.34	103.3	24.69	87.1	49.38	4.21
SEM-T1/C	−	12.10	73.0	11.16	100.1	24.70	86.1	49.38	4.21
LEM-T1/C	+	2.01	48.1	6.85	96.2	20.56	82.3	34.28	3.89
LEM-T1/C	−	13.23	70.0	12.36	93.71	20.60	80.9	34.25	3.89
Notes: P_cr —Specimen cracking load; P_y—Yield load at the end of specimen; Δ_y—Specimen yield displacement; P_m—Peak load; Δ_m—Displacement when the specimen reached peak load; P_u—Ultimate load of the specimen at failure; Δ_u—Displacement when the specimen reached ultimate load; µ−Ductility factor which is the ratio of Δ_u to Δ_y and the ductility factor is the average of the positive and negative values.

下载: 导出CSV

表 5 预应力CFRP筋-螺纹钢筋-型钢/混凝土试件等效粘滞阻尼系数

Table 5. Equivalent viscous damping coefficients of prestressed CFRP tendons and rebars-steel reinforced concrete specimens

Specimen	h_ey	h_em	h_eu
SEM-F7-T1-N1/C	0.056	0.191	0.265
SEM-F7-T1-N2/C	0.043	0.188	0.229
LEM-F7-T1-N1/C	0.052	0.183	0.239
SEM-F7-T2-N1/C	0.049	0.189	0.240
SEM-S15-T1-N1/C	0.067	0.173	0.255
SEM-S15-T1-N2/C	0.045	0.162	0.215
LEM-S15-T1-N1/C	0.059	0.167	0.232
LEM-S15-T1-N2/C	0.031	0.154	0.207
ATM-T1/C	0.063	0.228	0.295
SEM-T1/C	0.061	0.166	0.282
LEM-T1/C	0.060	0.156	0.247
Notes: h_ey—Equivalent damping coefficient of yield point; h_em—Equivalent damping coefficient of peak point; h_eu—Equivalent damping coefficient of ultimate point.

下载: 导出CSV

参考文献(20)

[1]	张书强, 苏小卒. 预应力型钢混凝土结构抗震性能研究综述[J]. 江西科学, 2013, 31(1):63-66, 89. doi: 10.3969/j.issn.1001-3679.2013.01.017 ZHANG Shuqiang, SU Xiaozu. A review on seismic performance of prestressed steel reinforced concrete structures[J]. Jiangxi Science,2013,31(1):63-66, 89(in Chinese). doi: 10.3969/j.issn.1001-3679.2013.01.017
[2]	熊学玉, 高峰, 徐晓明. 预应力型钢混凝土结构理论研究[J]. 工业建筑, 2012, 42(4):113-117. XIONG Xueyu, GAO Feng, XU Xiaoming. Theoretical research on prestressed steel concrete structure[J]. Industrial Building,2012,42(4):113-117(in Chinese).
[3]	董石麟, 邢栋, 赵阳. 现代大跨空间结构在中国的应用与发展[J]. 空间结构, 2012, 18(1):3-16. DONG Shilin, XING Dong, ZHAO Yang. Application and development of modern large-span spatial structure in China[J]. Spatial Structure,2012,18(1):3-16(in Chinese).
[4]	尹世平, 华云涛, 徐世烺. FRP配筋混凝土结构研究进展及其应用[J]. 建筑结构学报, 2021, 42(1):134-150. YIN Shiping, HUA Yuntao, XU Shilang. Research progress and application of FRP reinforced concrete structures[J]. Journal of Building Structures,2021,42(1):134-150(in Chinese).
[5]	SELVACHANDRAN P, ANANDAKUMAR A, MUTHURAMU K L. Modified frosch crack width model for concrete beams prestressed with CFRP bars[J]. Polymers and Polymer Composites,2016,24(7):587-596. doi: 10.1177/096739111602400719
[6]	CAO Qi, ZHOU Jianpu, WU Zhimin, et al. Flexural behavior of prestressed CFRP reinforced concrete beams by two different tensioning methods[J]. Engineering Structures,2019,189:411-422.
[7]	程东辉, 郑文忠. 无粘结CFRP筋部分预应力混凝土连续梁试验与分析[J]. 复合材料学报, 2008(5):104-113. doi: 10.3321/j.issn:1000-3851.2008.05.018 CHENG Donghui, ZHENG Wenzhong. Test and analysis of unbonded CFRP bars partially prestressed concrete continuous beams[J]. Acta Materiae Compositae Sinica,2008(5):104-113(in Chinese). doi: 10.3321/j.issn:1000-3851.2008.05.018
[8]	UY B, CRAINE S. Static flexural behaviour of externally post-tensioned steel-concrete composite beams[J]. Advances in Structural Engineering,2004,7(1):1-20. doi: 10.1260/136943304322985729
[9]	王琨, 智海祥, 曹大富, 等. 预应力型钢混凝土梁-钢管混凝土叠合柱框架节点抗震性能试验研究[J]. 建筑结构学报, 2018, 39(12):29-38. WANG Kun, ZHI Haixiang, CAO Dafu, et al. Experimental study on seismic performance of prestressed steel-concrete beam and concrete-filled steel T-ubular composite column frame joints[J]. Journal of Building Structures,2018,39(12):29-38(in Chinese).
[10]	李世平. 考虑核心约束的大尺度预应力H型钢—混凝土组合梁受力性能研究[D]. 哈尔滨: 东北林业大学, 2019. LI Shiping. Study on mechanical behavior of large-scale prestressed H-beam with core constrains[D]. Harbin: Northeast Forestry University, 2019(in Chinese).
[11]	邓宇, 武晓彤, 张鹏. 预应力型钢混凝土柱偏心受拉性能试验研究[J]. 建筑结构学报, 2019, 40(5):115-123. DENG Yu, WU Xiaotong, ZHANG Peng. Experimental study on eccentric tensile behavior of prestressed SRC columds[J]. Journal of Building Structure,2019,40(5):115-123(in Chinese).
[12]	郑文忠, 王琨. 型钢混凝土梁-角钢混凝土柱框架抗震性能试验研究[J]. 土木工程学报, 2011, 44(3):49-60. ZHENG Wenzhong, WANG Kun. Experimental study on seismic performance of shaped steel concrete beam-angle steel concrete column frame[J]. Chinese Journal of Civil Engineering,2011,44(3):49-60(in Chinese).
[13]	杨勇, 薛亦聪, 于云龙. 部分预制装配型钢混凝土柱抗震性能试验研究[J]. 建筑结构学报, 2019, 40(8):42-50. YANG Yong, XUE Yicong, YU Yunlong. Experimental study on seismic performance of partially precast steel concrete columns[J]. Journal of Building Structures,2019,40(8):42-50(in Chinese).
[14]	薛建阳, 马辉. 低周反复荷载下型钢再生混凝土短柱抗震性能试验研究[J]. 工程力学, 2013, 30(12):123-131. doi: 10.6052/j.issn.1000-4750.2012.08.0571 XUE Jianyang, MA Hui. Experimental study on seismic performance of shaped steel recycled concrete short columned under low cyclic repeated load[J]. Engineering Mechanics,2013,30(12):123-131(in Chinese). doi: 10.6052/j.issn.1000-4750.2012.08.0571
[15]	陈小刚, 牟在根, 张举兵. 型钢混凝土柱抗震性能实验研究[J]. 北京科技大学学报, 2009, 31(12):1516-1524. doi: 10.3321/j.issn:1001-053X.2009.12.006 CHEN Xiaogang, MOU Zaigen, ZHANG Jubing. Experimental study on seismic performance of steel reinforced concrete columns[J]. Journal of University of Science and Technology Beijing,2009,31(12):1516-1524(in Chinese). doi: 10.3321/j.issn:1001-053X.2009.12.006
[16]	李俊华, 王新堂, 薛建阳. 低周反复荷载下型钢高强混凝土柱受力性能试验研究[J]. 土木工程学报, 2007(7):11-18. doi: 10.3321/j.issn:1000-131x.2007.07.003 LI Junhua, WANG Xintang, XUE Jianyang. Experimental study on mechanical behavior of steel high-strength concrete column under low cyclic cyclic load[J]. China Civil Engineering Journal,2007(7):11-18(in Chinese). doi: 10.3321/j.issn:1000-131x.2007.07.003
[17]	高峰, 熊学玉. 预应力型钢混凝土框架结构竖向反复荷载作用下抗震性能试验研究[J]. 建筑结构学报, 2013, 34(7):62-71. GAO Feng, XIONG Xueyu. Experimental study on seismic performance of prestressed SRC frame structures under vertical repeated loading[J]. Journal of Building Structures,2013,34(7):62-71(in Chinese).
[18]	金怀印, 薛伟辰, 杨晓, 等. 预应力型钢混凝土梁-钢管混凝土柱节点抗震性能试验研究[J]. 建筑结构学报, 2012, 33(8):66-74. JIN Huaiyin, XUE Weichen, YANG Xiao, et al. Experimental study on seismic performance of prestressed steel-concrete beam and concrete-filled steel tubular column joints[J]. Journal of Building Structures,2012,33(8):66-74(in Chinese).
[19]	傅传国, 李玉莹, 孙晓波, 等. 预应力及非预应力型钢混凝土框架受力及抗震性能试验研究[J]. 建筑结构学报, 2010, 31(8):15-21. FU Chuanguo, LI Yuying, SUN Xiaobo, et al. Experimental study on stress and seismic performance of prestressed and unprestressed steel concrete frame[J]. Journal of Building Structures,2010,31(8):15-21(in Chinese).
[20]	中华人民共和国住房和城乡建设部. 混凝土结构试验方法标准: GB/T 50152—2012[S]. 北京: 中国建筑工业出版社, 2012. Ministry of Housing and Urban-Rural Development of the People's Republic of China. Standard for test method of concrete structures: GB/T 50152—2012[S]. Beijing: China Architecture and Building Press, 2012(in Chinese).