珊瑚海砂海水混凝土中CFRP-钢复合筋搭接性能

周济; 陈宗平; 徐炜圣; 覃伟恒; 刘丁瑗

doi:10.13801/j.cnki.fhclxb.20230829.001

珊瑚海砂海水混凝土中CFRP-钢复合筋搭接性能

doi: 10.13801/j.cnki.fhclxb.20230829.001

周济¹,
陈宗平^{1, 2, 3, ,},
徐炜圣¹,
覃伟恒¹,
刘丁瑗¹

1.
广西大学　土木建筑工程学院，南宁 530004
2.
南宁学院　土木与建筑工程学院，南宁 530200
3.
广西大学　工程防灾与结构安全教育部重点实验室，南宁 530004

基金项目: 国家自然科学基金项目(51578163)；中央引导地方科技发展资金项目(桂科ZY21195010)；八桂学者专项经费资助项目([2019]79号)；广西科技基地与人才专项(桂科AD21075031)

详细信息

通讯作者:
陈宗平，博士，教授，博士生导师，研究方向为海洋及近海混凝土结构、钢-混凝土组合结构　E-mail：zpchen@gxu.edu.cn

中图分类号: TU528；TB332
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出版历程
- 收稿日期: 2023-07-06
- 修回日期: 2023-08-03
- 录用日期: 2023-08-20
- 网络出版日期: 2023-08-29
- 刊出日期: 2024-05-15

Lap-spliced behavior of CFRP-steel composite bars in coral sea-sand seawater concrete

1.
School of Civil Engineering and Architecture, Guangxi University, Nanning 530004, China
2.
School of Architecture and Civil Engineering, Nanning University, Nanning 530200, China
3.
Key Laboratory of Disaster Prevention and Structural Safety of Ministry of Education, Guangxi University, Nanning 530004, China

Funds: National Natural Science Foundation of China (51578163); Central Project Guide Local Science and Technology for Development (ZY21195010); Bagui Scholars Special Funding Project ([2019] No. 79); Guangxi Science and Techonology Base and Talent Special Project (AD21075031)

摘要

摘要: 为研究珊瑚海砂海水混凝土(CSSC)中碳纤维增强复合材料(CFRP)-钢复合筋(简称“复合筋”)搭接连接受力性能，合理确定CSSC中复合筋的搭接长度，以复合筋直径、搭接长度、保护层厚度、混凝土强度、搭接净距、配箍率、混凝土及筋材种类为试验参数，对27组共81个搭接连接试件进行了对拉试验，获得了各试验参数对CSSC中复合筋搭接连接性能的影响规律。结果表明：当搭接长度小于17倍复合筋直径(d_c)时，试件发生拔出-劈裂破坏，反之则发生拉断破坏。发生拔出-劈裂破坏时，复合筋表面出现严重的剪切损伤；当搭接长度小于14d_c时，试件的搭接强度约为7.2 MPa，当搭接长度大于14d_c时，试件的搭接强度随搭接长度的增大逐渐减小；保护层厚度大于4d_c或CSSC轴心抗压强度大于30 MPa后，试件搭接强度的变化基本上可以忽略；增大配箍率，搭接强度逐渐增大，且劈裂裂缝的宽度显著减小；与钢筋试件相比，复合筋试件搭接强度的降幅超过25%。基于试验结果，建立了CSSC中复合筋搭接强度及搭接长度计算公式，计算结果与试验结果相符，并参考《混凝土结构设计规范》简化了搭接长度的计算公式。
- 珊瑚海砂海水混凝土 /
- CFRP-钢复合筋 /
- 搭接强度 /
- 临界搭接长度 /
- 简化公式
Abstract: In order to study the mechanical behavior of lap-spliced carbon fiber reinforced polymer (CFRP)-steel composite bars (referred to as "composite bars") in coral sea-sand seawater concrete (CSSC) and determine the splice length of composite bars reasonably, tensile tests were conducted on 27 sets of 81 lap-spliced specimens and test variables included the composite bar diameter, splice length, cover thickness, concrete strength, clear space between the lap-spliced bars, stirrup ratio, concrete type, and reinforcement type. The influence of various test variables on the behavior of lap-spliced composite bars in CSSC was obtained. The results indicate that pull-out failure accompanied by concrete splitting is found for specimens with a splice length less than 17 times the diameter of the composite bar (d_c), while tensile fracture failure is found for specimens with a splice length greater than 17d_c. After the specimen undergoing pull-out failure, severe shear damage is formed on the surface of the composite bars. When the splice length is less than 14d_c, the splice strength of the specimen is about 7.2 MPa. When the splice length is greater than 14d_c, the splice strength of the specimen gradually decreases with the increase of the splice length. After the cover thickness is greater than 4d_c or the axial compressive strength of CSSC is greater than 30 MPa, the change in the splice strength of the specimen can be basically ignored. Increasing the stirrup ratio gradually increases the splice strength and significantly reduces the width of the splitting crack. Compared with the lap-spliced specimens of steel bars, the decrease in splice strength of the lap-spliced specimens of composite bars exceeds 25%. Based on the experimental results, the equations for calculating the splice strength and splice length of composite bars in CSSC were established, and the calculation results are consistent with the experimental results. Then, referring to the "Code for Design of Concrete Structures", the equation for calculating the splice length was simplified.
- coral sea-sand seawater concrete /
- CFRP-steel composite bar /
- splicing strength /
- critical splice length /
- simplified equation

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图 1 试件构造示意图

CSSC—Coral sea-sand seawater concrete

Figure 1. Schematic diagram of specimen

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图 2 不同种类骨料

Figure 2. Different kinds of aggregates

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图 3 复合筋成品及示意图

CFRP—Carbon fiber-reinforced polymer

Figure 3. Product and schematic diagram of composite bars

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图 4 CFRP-钢复合筋实测应力(σ)-应变(ε)曲线

Figure 4. Measured stress (σ)-strain (ε) curves of CFRP-steel composite bars

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图 5 搭接试验测试装置

LVDT—Linear variable displacement transducer; P—Load

Figure 5. Setup for lap-spliced test

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图 6 CSSC中CFRP-钢复合筋搭接试件典型破坏模式

Figure 6. Typical failure modes of specimens with CFRP-steel composite bar overlapped in CSSC

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图 7 CSSC中CFRP-钢复合筋搭接试件内部破坏模式

Figure 7. Internal failure modes of specimens with CFRP-steel composite bar overlapped in CSSC

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图 8 CSSC中CFRP-钢复合筋搭接试件的搭接应力-滑移曲线(τ-s曲线)及典型曲线示意

Figure 8. Bond stress-slip (τ-s) curves and typical curve of specimens with CFRP-steel composite bar overlapped in CSSC

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图 9 不同试验参数对CSSC中CFRP-钢复合筋搭接试件的τ-s曲线的影响

Figure 9. Effects of different test variables on τ-s curves of specimens with CFRP-steel composite bar overlapped in CSSC

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图 10 不同试验参数对CSSC中CFRP-钢复合筋搭接试件搭接强度的影响

Figure 10. Effects of different test variables on splice strength of specimens with CFRP-steel composite bar overlapped in CSSC

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图 11 CSSC中CFRP-钢复合筋搭接强度计算值与试验值对比

S—Standard deviation; C—Coefficient of variation; MV—Mean value

Figure 11. Comparison between calculated and tested splice strength of specimens with CFRP-steel composite bar overlapped in CSSC

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表 1 试件参数及试验结果

Table 1. Test variables of specimens and test results

Specimen	B×H×L/ mm³	d_c/ mm	l_s/ mm	c/ mm	f_cu	D/ mm	ρ_v/ %	P_u/ kN	τ_u/ MPa	τ_r/ MPa	τ_ul/ MPa	l_sy/ mm	l_su/ mm	M	w/ mm
D12L14T4C1d0S2	134×134×168	12	14d_c	55	LC30	0d_c	0.86	48.7	7.70	3.33	7.84	142.6	263.3	PSFY	0.30
D14L14T4C1d0S2	138×138×196	14	14d_c	55	LC30	0d_c	0.86	62.6	7.26	2.62	6.95	172.2	281.1	PSFY	0.31
D16L14T4C1d0S2	142×142×224	16	14d_c	55	LC30	0d_c	0.86	71.2	6.33	1.93	6.28	224.0	335.2	PSFY	0.53
D18L14T4C1d0S2	146×146×252	18	14d_c	55	LC30	0d_c	0.86	81.2	5.70	1.43	5.76	281.5	389.7	PSF	0.74
D14L8T4C1d0S2	138×138×112	14	8d_c	55	LC30	0d_c	0.86	33.4	6.78	2.45	7.08	172.2	281.1	PSF	0.33
D14L10T4C1d0S2	138×138×140	14	10d_c	55	LC30	0d_c	0.86	44.6	7.24	4.55	7.02	172.2	281.1	PSF	0.30
D14L12T4C1d0S2	138×138×168	14	12d_c	55	LC30	0d_c	0.86	52.8	7.15	3.83	6.98	172.2	281.1	PSFY	0.39
D14L13T4C1d0S2	138×138×182	14	13d_c	55	LC30	0d_c	0.86	57.8	7.22	2.86	6.96	172.2	281.1	PSFY	0.37
D14L15T4C1d0S2	138×138×210	14	15d_c	55	LC30	0d	0.86	64.0	6.93	2.65	6.93	172.2	281.1	PSFY	0.37
D14L16T4C1d0S2	138×138×224	14	16d_c	55	LC30	0d_c	0.86	66.0	6.70	2.91	6.92	172.2	281.1	PSFY	0.32
D14L17T4C1d0S2	138×138×238	14	17d_c	55	LC30	0d_c	0.86	>69.4	>6.63	—	—	172.2	281.1	FF	—
D14L18T4C1d0S2	138×138×252	14	18d_c	55	LC30	0d_c	0.86	>70.2	>6.34	—	—	172.2	281.1	FF	—
D14L20T4C1d0S2	138×138×280	14	20d_c	55	LC30	0d_c	0.86	>67.9	>5.52	—	—	172.2	281.1	FF	—
D14L14T1C1d0S0	78×78×196	14	14d_c	25	LC30	0d_c	0	28.6	3.32	—	3.28	370.0	600.4	SF	—
D14L14T2C1d0S0	98×98×196	14	14d_c	35	LC30	0d_c	0	35.8	4.16	—	4.25	284.4	462.2	SF	—
D14L14T3C1d0S2	118×118×196	14	14d_c	45	LC30	0d_c	0.86	47.5	5.51	1.86	5.98	201.0	327.6	PSF	0.33
D14L14T5C1d0S2	158×158×196	14	14d_c	65	LC30	0d_c	0.86	65.2	7.57	3.39	7.92	150.5	246.0	PSFY	0.29
D14L12T4C2d0S2	138×138×168	14	12d_c	55	LC20	0d_c	0.86	46.0	6.23	2.50	5.84	206.6	336.7	PSF	0.32
D14L12T4C3d0S2	138×138×168	14	12d_c	55	LC40	0d_c	0.86	54.4	7.36	3.89	7.24	165.7	270.6	PSFY	0.27
D14L12T4C4d0S2	138×138×168	14	12d_c	55	LC50	0d_c	0.86	55.5	7.52	2.84	8.14	146.8	240.1	PSFY	0.31
D14L12T4C1d1S2	152×152×168	14	12d_c	55	LC30	1d_c	0.86	53.5	7.24	3.40	6.98	154.5	281.1	PSFY	0.35
D14L12T4C1d2S2	166×166×168	14	12d_c	55	LC30	2d_c	0.86	52.7	7.14	3.58	6.98	154.5	281.1	PSFY	0.28
D14L12T4C1d0S0	138×138×168	14	12d_c	55	LC30	0d_c	0	45.7	6.19	—	6.22	193.6	315.7	PSF	0.67
D14L12T4C1d0S1	138×138×168	14	12d_c	55	LC30	0d_c	0.51	47.9	6.49	2.60	6.67	180.3	294.3	PSF	0.42
D14L12T4C1d0S3	138×138×168	14	12d_c	55	LC30	0d_c	1.28	53.0	7.17	3.40	7.34	163.3	266.8	PSFY	0.18
SR-D14L12T4C1d0S2	138×138×168	14	12d_c	55	LC30	0d_c	0.86	>70.2	>9.50	—	—	—	—	FF	—
NC-D14L12T4C1d0S2	138×138×168	14	12d_c	55	LC30	0d_c	0.86	45.8	6.20	2.38	6.37	188.9	308.1	PSF	0.41
Notes: For the specimen number, D—Bar diameter; L—Splice length; T—Cover thickness; C—Concrete strength; d—Splice spacing; S—Stirrup ratio; 'SR-'—Steel rebar-control specimen; 'NC-'—Natural concrete-control specimen; B, H, L—Width, height, and length of the specimen respectively; d_c—Diameter of the composite bar; l_s—Splice length; c—Thickness of the cover concrete; f_cu—Axial compressive strength of the cube; D—Spacing between overlapping bars; ρ_v—Reinforcement ratio of the stirrup, ρ_v=πd_sv²/(4cs_sv), where d_sv is the diameter of stirrup, s_sv is the stirrup spacing; P_u—Ultimate load of the specimen; τ_u—Ultimate splice strength; τ_r—Residual splice strength, taken as the inflection point at which the lap stress-slip curve rises again; τ_ul—Ultimate splice strength calculated according to Eq.(7); l_sy—Critical yield splice length calculated according to Eq.(10); l_su—Critical limit splice length calculated according to Eq.(11); M—Failure mode of the overlapped specimen; PSFY—Pull-out and splitting failure of the composite bar after yielding; PSF—Pull-out and splitting failure; SF—Splitting failure; FF—Fracture failure of the embedded bar; w—Width of the splitting crack.

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表 2 混凝土配合比及性能指标

Table 2. Mix proportion and performance index of concrete

Concrete type	SG	CA/ (kg·m⁻³)	FA/ (kg·m⁻³)	Cement/ (kg·m⁻³)	Water/ (kg·m⁻³)	W/C	Total W/C	Sand rate	PCA/ (kg·m⁻³)	Slump/ mm	f_cu/ MPa	f'_c/ MPa	f_t/ MPa
CSSC	LC20	700	784	450	193	0.40	0.43	0.45	6.75	113	39.6	25.9	1.75
	LC30	672	753	530	194	0.34	0.36		6.89	69	46.5	29.7	2.09
	LC40	637	714	630	193	0.29	0.31		10.08	60	48.9	34.4	2.17
	LC50	596	667	750	192	0.24	0.26		13.50	48	54.3	37.6	2.44
NC	C30	1209	543	453	195	—	0.43	0.31	—	115	41.3	26.6	1.91
Notes: SG—Concrete grade; CA—Coarse aggregate; FA—Fine aggregate; W/C—Mass ratio of water to cement; PCA—Water reducing agent; f'_c—Axial compressive strength of the cylinder; f_t—Splitting tensile strength of the cube; NC—Ordinary concrete.

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表 3 CFRP-钢复合筋力学性能指标

Table 3. Mechanical properties of CFRP-steel composite bars

d_c/mm	Group	f_cfy/MPa	MV/MPa	f_cfu/MPa	MV/MPa	f_cfr/MPa	MV/MPa
12	1	378.8	373.7	692.9	680.6	476.2	466.4
	2	378.5		657.6		453.0
	3	363.8		691.4		469.8
14	1	345.2	342.4	570.1	552.8	355.9	359.9
	2	345.9		548.3		367.2
	3	336.0		540.1		356.4
16	1	351.7	351.0	535.8	521.0	392.8	400.5
	2	352.4		512.7		404.8
	3	348.8		514.7		403.9
18	1	358.8	358.8	493.3	493.6	404.3	405.8
	2	358.1		494.4		405.3
	3	359.5		493.1		408.0
Notes: f_cfy, f_cfu, f_cfr—Yield strength, ultimate strength, and residual strength of the composite rebar respectively; MV—Mean value.

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表 4 混凝土中纤维增强复合材料(FRP)筋搭接长度计算公式

Table 4. Equations for splice length of fiber-reinforced polymer (FRP) bars in concrete

Ref.	Equations	Number
Hui^[17]	${\tau _{ {\text{ul} } } } = \dfrac{ { {f_{ {\text{fu} } } } } }{ {0.48{ { {f_{ {\text{fu} } } } } }/{ { {f_{ {\text{ts} } } } } } - 32.5} } ,{l_{\text{s} } } = \left( {0.12\dfrac{ { {f_{ {\text{fu} } } } } }{ { {f_{ {\text{ts} } } } } } - 8.125} \right)d$	(2)
GB/T 50608—2020^[18]	$ {l_{\text{d}}} = \dfrac{{{f_{{\text{fu}}}}}}{{8{f_{{\text{ts}}}}}}d , {l_{\text{s}}} = {\zeta _{\text{l}}}{l_{\text{d}}} \geqslant 300 $	(3)
ACI 440.1R—15^[19]	${\tau _{ {\text{ul} } } } = \left( {0.33 + 0.025\dfrac{c}{d} + 8.3\dfrac{d}{l} } \right)\sqrt { f_{\text{c} } ^\prime },$	(4)
ACI 440.1R—15^[19]	${l_{\text{d} } } = \dfrac{ {\alpha { { {f_{ {\text{fu } } } } } }/{ {0.083\sqrt { f_{\text{c} } ^\prime } } } - 340} }{ {13.6 + {c}/{d} } }d, {l_{\text{s} } } = 1.3{l_{\text{d} } }$	(4)
CAN/CSA S806—12^[20]	${l_{\text{d} } } = 1.15 \dfrac{ { {k_1}{k_2}{k_3}{k_4}{k_5} } }{ { {d_{ {\text{cs} } } } } } \dfrac{ { {f_{ {\text{fu} } } } } }{ {\sqrt {f_{\text{c} }^\prime } } } {A_{\text{b} } } \geqslant 300, {l_{\text{s}}} = 1.3{l_{\text{d}}} $	(5)
JSCE 97^[21]	$ {l_{\text{d}}} = {\alpha _1}\dfrac{{{f_{{\text{fu}}}}}}{{4{f_{{\text{bod}}}}}}d > 20 d ,{f_{{\text{bod }}}} = 0.22{\alpha _2}f_{\text{c}}^{2/3} ,$	(6)
JSCE 97^[21]	$ {k_{\text{c}}} = \dfrac{c}{d} + \dfrac{{15{A_{{\text{sv}}}}}}{{sd}}\dfrac{{{E_{{\text{sv}}}}}}{{{E_{\text{f}}}}}, {l_{\text{s}}} = \left( {1.0{l_{\text{d}}},1.3{l_{\text{d}}},1.7{l_{\text{d}}}} \right) $	(6)
Notes: τ_ul—Splice strength; d—Bar diameter; l_d—Anchorage length; ζ_l—Coefficient for lap splice ratio; f_fu—Tensile strength of FRP bar; f_ts—Tensile strength of concrete; l—Bond length; c—Lesser of the cover to the centre of the bar or one-half of the centre-on-centre spacing of the bars; α—FRP bar location factor; k₁—FRP bar location factor; k₂—Concrete density factor; k₃—FRP bar size factor; k₄—Factor related to FRP bar type; k₅—Factor related to FRP bar surface profile; A_b—Area of individual rebar; d_cs—Lesser of the concrete surface to the center of the bar or two-thirds of the center-to-center spacing of bars being developed; α₁=1.0 for k_c≤1.0, 0.9 for 1.0<k_c≤1.5, 0.8 for 1.5<k_c≤2.0, 0.7 for 2.0<k_c≤2.5, 0.6 for k_c greater than 2.5; k_c—Undetermined coefficient calculated according to Eq.(6); α₁—Factor related to k_c; f_bod—Design bond strength of concrete; α₂—Modification factor for bond strength of FRP bar; A_sv—Cross-sectional area of stirrup; E_sv—Elastic modulus of stirrup; s—Spacing between stirrups; E_f—Elastic modulus of FRP bar.

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表 5 CSSC中CFRP-钢复合筋搭接试件相关公式计算结果和实测结果对比

Table 5. Comparison between calculated results of relevant formulas and measured results for specimens with CFRP-steel composite bar overlapped in CSSC

Specimen	τ_u/MPa	τ_u1/MPa	${ { {\tau _{ {\text{u} }1} } } }/{ { {\tau _{\text{u} } } } }$	τ_u2/MPa	${ { {\tau _{ {\text{u2} } } } } }/{ { {\tau _{\text{u} } } } }$	l_s1 /mm	l_s2 /mm	l_s3 /mm	l_s4 /mm	l_s5 /mm
D12L14T4C1d0S2	7.70	5.50	0.71	5.65	0.73	371	635	999	1477	1025
D14L14T4C1d0S2	7.26	5.85	0.81	5.56	0.77	331	602	916	1400	971
D16L14T4C1d0S2	6.33	5.98	0.94	5.50	0.87	349	648	991	1508	1046
D18L14T4C1d0S2	5.70	6.10	1.07	5.45	0.96	364	691	1055	1607	1239
D14L8T4C1d0S2	6.78	5.85	0.86	7.99	1.18	331	602	916	1400	971
D14L10T4C1d0S2	7.24	5.85	0.81	6.86	0.95	331	602	916	1400	971
D14L12T4C1d0S2	7.15	5.85	0.82	6.10	0.85	331	602	916	1400	971
D14L13T4C1d0S2	7.22	5.85	0.81	5.81	0.81	331	602	916	1400	971
D14L15T4C1d0S2	6.93	5.85	0.84	5.35	0.77	331	602	916	1400	971
D14L16T4C1d0S2	6.70	5.85	0.87	5.16	0.77	331	602	916	1400	971
D14L17T4C1d0S2	6.63	5.85	0.88	4.99	0.75	331	602	916	1400	971
D14L18T4C1d0S2	6.34	5.85	0.92	4.85	0.76	331	602	916	1400	971
D14L20T4C1d0S2	5.52	5.85	1.06	4.60	0.83	331	602	916	1400	971
D14L14T1C1d0S0	3.32	5.85	1.76	5.27	1.59	331	602	1043	1400	1079
D14L14T2C1d0S0	4.16	5.85	1.41	5.37	1.29	331	602	997	1400	1079
D14L14T3C1d0S2	5.51	5.85	1.06	5.47	0.99	331	602	955	1400	971
D14L14T5C1d0S2	7.57	5.85	0.77	5.66	0.75	331	602	880	1400	971
D14L12T4C2d0S2	6.23	4.64	0.74	5.70	0.91	417	719	1006	1499	1064
D14L12T4C3d0S2	7.36	6.16	0.84	6.57	0.89	314	580	826	1301	880
D14L12T4C4d0S2	7.52	7.25	0.96	6.87	0.91	267	515	775	1244	830
D14L12T4C1d1S2	7.24	5.85	0.81	6.10	0.84	331	602	916	700	863
D14L12T4C1d2S2	7.14	5.85	0.82	6.10	0.85	331	602	916	560	755
D14L12T4C1d0S0	6.19	5.85	0.95	6.10	0.99	331	602	916	1400	1079
D14L12T4C1d0S1	6.49	5.85	0.90	6.10	0.94	331	602	916	1400	1079
D14L12T4C1d0S3	7.17	5.85	0.82	6.10	0.85	331	602	916	1400	971
NC-D14L12T4C1d0S2	6.20	5.19	0.84	5.78	0.93	372	658	988	1479	1045
Mean value			0.93		0.91
Standard deviation			0.22		0.18
Notes: τ_u1—Splice strength calculated by Eq.(2); τ_u2—Splice strength calculated by Eq.(4); l_s1—Splice length calculated by Eq.(2); l_s2—Splice length calculated by Eq.(3); l_s3—Splice length calculated by Eq.(4); l_s4—Splice length calculated by Eq.(5); l_s5—Splice length calculated by Eq.(6).

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参考文献(22)

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