FRP-镀锌波纹钢管海水海砂混凝土柱轴压性能

邵凌峰; 魏洋; 王高飞; 张依睿; 李国芬

FRP-镀锌波纹钢管海水海砂混凝土柱轴压性能

南京林业大学　土木工程学院, 南京210037

基金项目: 国家自然科学基金(52378244)；江苏省自然科学基金(BK20231293)

详细信息

通讯作者:
魏洋，教授，博士生导师，研究方向为新型材料与新型结构　E-mail: wy78@njfu.edu.cn

中图分类号: TB332
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- 文章访问数: 103
- HTML全文浏览量: 18
- 被引次数: 0
出版历程
- 收稿日期: 2024-06-24
- 修回日期: 2024-07-10
- 录用日期: 2024-08-21
- 网络出版日期: 2024-09-06

Axial compression performance of FRP-galvanized corrugated steel tube seawater sea-sand concrete columns

College of Civil Engineering, Nanjing Forestry University, Nanjing 210037, China

Funds: National Natural Science Foundation of China(No. 52378244)；Natural Science Foundation of Jiangsu Province (BK20231293)

摘要

摘要: 提出了一种纤维增强复合材料(FRP)-镀锌波纹钢管(CST)-海水海砂混凝土(SSC)柱的新型组合柱，该结构由内侧海水海砂混凝土、中间波纹钢管、外侧纤维布组成。为了研究这种新型组合柱的轴压性能，共制备了14个试件，主要参数为纤维布层数(0、1、2、3)和类型(BFRP、CFRP)。试验结果表明，FRP-波纹钢管海水海砂混凝土柱的主要破坏模式为剪切破坏和局部屈曲破坏，增加纤维布层数可提高其极限荷载、极限应变；特殊的波纹结构使得钢管只提供环向约束而避免轴向荷载传递，发挥具有类似于箍筋的约束作用。与无纤维布约束试件相比，BFRP约束试件的极限荷载和极限应变分别增加了13.9%~15.8%和16.2%~33.7%；CFRP约束试件的极限荷载和极限应变分别增加了19.6%~28%和14.5%~24.1%，结合试验数据对现有FRP-箍筋复合约束混凝土强度计算模型进行了评估。
- 纤维增强复合材料(FRP) /
- 波纹钢管 /
- 海水海砂混凝土 /
- 单调轴压 /
- 力学性能
Abstract: A new combined column of fiber reinforced polymer (FRP)- galvanized corrugated steel tube (CST)-seawater sea-sand concrete (SSC) were proposed in this paper. The structure was composed of inner seawater sea sand concrete, intermediate corrugated steel tubes, and outer FRP sheet. To investigate the axial compression performance of this new combined column, a total of fourteen specimens were prepared, with the main parameters being the number of FRP layers (0, 1, 2, 3) and FRP types (BFRP, CFRP). The test results show that the primary damage mode of the FRP-galvanized corrugated steel tube seawater sea-sand concrete columns is shear damage and local buckling damage, and increasing the number of FRP layers could improve the ultimate load and ultimate strain of the columns. The unique corrugated structure makes the steel tube only provide circumferential confinement and avoid axial load transfer, which plays a confinement role similar to a stirrup. Compared with the specimens without FRP confined, the ultimate load and ultimate strain of BFRP-confined specimens increase by 13.9%-15.8% and 16.2%-33.7%, respectively, and those of CFRP-confined specimens increase by 19.6%-28% and 14.5%-24.1%, respectively. The strength calculation model of the existing FRP-stirrup composite confined concrete is evaluated in conjunction with the test data. The existing FRP-stirrup composite confined concrete strength calculation model is evaluated in conjunction with the experimental data.
- fiber reinforced polymer (FRP) /
- corrugated steel tube /
- seawater sea-sand concrete /
- axial compression /
- mechanical properties

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图 1 FRP-镀锌波纹钢管海水海砂混凝土柱结构概念图

Figure 1. Structural concept diagram of FRP-galvanized corrugated steel tube seawater sea-sand concrete columns

D₀, D_in, D_out—Nominal, inner and outer diameters of the corrugated steel tube

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图 2 FRP-镀锌波纹钢管海水海砂混凝土柱的制备过程

Figure 2. Manufacture process of structural concept diagram of FRP-galvanized corrugated steel tube seawater sea-sand concrete columns

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图 3 波纹钢管几何结构

Figure 3. Geometry of corrugated steel tube

B_f—Width of galvanized steel sheet before pressing corrugated sheets, B₀—Width of spirally coiled sheet; θ—Helical angle of the CST; h—Corrugation height; l—Corrugation length; l_cr, l_mid, l_tr—Length for the crest, trough, and middle of the CST; c_s—Ripple length corresponding to one ripple period; t₀—Thickness of the CST

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图 4 试验加载及测量装置

Figure 4. Test loading and measuring device

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图 5 镀锌波纹钢管海水海砂混凝土柱的破坏形态

Figure 5. Failure modes of galvanized corrugated steel tube seawater sea-sand concrete columns

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图 6 FRP-镀锌波纹钢管海水海砂混凝土柱的破坏形态

Figure 6. Failure modes of FRP-galvanized corrugated steel tube seawater sea-sand concrete columns

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图 7 FRP-镀锌波纹钢管海水海砂混凝土柱的核心混凝土破坏形态

Figure 7. Failure modes of core concrete of FRP-galvanized corrugated steel tube seawater sea-sand concrete columns

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图 8 FRP-镀锌波纹钢管海水海砂混凝土柱的轴向荷载-位移关系曲线

Figure 8. Axial load-displacement curves of FRP-galvanized corrugated steel tube seawater sea-sand concrete columns

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图 9 FRP-镀锌波纹钢管海水海砂混凝土柱的轴向荷载-应变关系曲线

Figure 9. Axial load-strain curves of FRP-galvanized corrugated steel tube seawater sea-sand concrete columns

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图 10 FRP-镀锌波纹钢管海水海砂混凝土柱的轴压试验结果参数化分析

Figure 10. Parametric analysis of axial compression test results of FRP-galvanized corrugated steel tube seawater sea-sand concrete columns

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图 11 FRP-镀锌波纹钢管海水海砂混凝土受力等效转化

Figure 11. Equivalent conversion of the force of FRP-galvanized corrugated steel tube seawater sea-sand concrete columns

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图 12 FRP-镀锌波纹钢管海水海砂混凝土圆形截面等效受力

Figure 12. Equivalent force diagram of the round cross-section of FRP-galvanized corrugated steel tube seawater sea-sand concrete columns

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图 13 波纹钢管不同区域应力状态

Figure 13. Stress state in different zones of corrugated steel tube

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图 14 各模型对FRP-镀锌波纹钢管混凝土柱计算值与试验值对比

Figure 14. Comparison between the calculated values and the experimental values of FRP-galvanized corrugated steel tube seawater sea-sand concrete columns by different models

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表 1 FRP-镀锌波纹钢管海水海砂混凝土柱试件的具体参数

Table 1. Detailed parameters of structural concept diagram of FRP-galvanized corrugated steel tube seawater sea-sand concrete columns

Specimen	H/mm	D₀/mm	t₀/mm	t_f/mm	N_u/kN	f_cu/MPa	ε_cu	Outer FRP layers	FRP type
CST1.6-1	600	320	1.60	N/A	3020.9	36.6	0.0041	N/A	N/A
CST1.6-2	600	320	1.60	N/A	3051.1	37.0	0.0042	N/A	N/A
CST1.6-B1-1	600	320	1.60	0.167	3483.2	42.5	0.0054	1	BFRP
CST1.6-B1-2	600	320	1.60	0.167	3432.4	41.8	0.0057	1	BFRP
CST1.6-B2-1	600	320	1.60	0.334	3908.2	47.9	0.0069	2	BFRP
CST1.6-B2-2	600	320	1.60	0.334	4049.8	49.7	0.0069	2	BFRP
CST1.6-B3-1	600	320	1.60	0.501	4475.9	56.0	0.0078	3	BFRP
CST1.6-B3-2	600	320	1.60	0.501	4532.3	55.8	0.0080	3	BFRP
CST1.6-C1-1	600	320	1.60	0.167	3582.8	43.7	0.0051	1	CFRP
CST1.6-C1-2	600	320	1.60	0.167	3672.5	44.9	0.0052	1	CFRP
CST1.6-C2-1	600	320	1.60	0.334	4744.2	58.5	0.0063	2	CFRP
CST1.6-C2-2	600	320	1.60	0.334	4658.1	57.4	0.0061	2	CFRP
CST1.6-C3-1	600	320	1.60	0.501	5604.3	69.4	0.0071	3	CFRP
CST1.6-C3-2	600	320	1.60	0.501	5644.3	69.9	0.0071	3	CFRP
Notes: Specimens were numbered according to the different parameters of the specimens. "CST" represents the corrugated steel tube; "1.6" represents the thickness of the corrugated steel tube; "-B/C" represents the types of FRP (BFRP/CFRP); furthermore, the numbers “1”, “2”, “3” represents the number of FRP layers (1, 2, 3); the labels “1”, “2” were assigned to differentiate between two specimens with identical parameters. H—Height of all specimens; D₀—Nominal of the corrugated steel tube; t₀—Thickness of the corrugated steel tube; t_f—Thickness of the outer FRP; N_u—Ultimate load of specimen; f_cu—Ultimate stress of specimen; ε_cu—Ultimate strain of specimen.

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表 2 波纹钢管截面尺寸

Table 2. Section size of corrugated steel tube

l×h(mm×mm)	l_cr/mm	l_mid/mm	l_tr/mm	c_s/mm	λ_cr/%	λ_mid/%	λ_tr/%
68×13	17.25	35.91	17.25	70.41	24.5	51.0	24.5
Notes: p—Corrugation length; h—Corrugation height; l_cr—Lengths of the crest; l_mid—Lengths of the middle; l_tr—Lengths of the trough; c_s—Ripple length corresponding to one ripple period; λ_cr—Lengths coefficients of the crest; λ_mid—Lengths coefficients of the middle; λ_tr—Lengths coefficients of the trough.

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表 3 人工海水化学掺比

Table 3. Chemical admixture ratio of artificial seawater

Reagent content	KCl	NaCl	CaCl₂	MgCl₂	Na₂SO₄	NaHCO₃	KBr
g/kg	0.695	24.53	1.16	5.2	4.09	0.201	0.101

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表 4 FRP-箍筋约束混凝土柱的强度计算模型

Table 4. Strength calculation models of FRP-stirrup confined concrete columns

Model source	Calculation formula
Ilki et al. (2008)^[39]	$ \dfrac{{{f_{{\mathrm{cu}}}}}}{{{f_{{\mathrm{co}}}}}} = \left[ {1 + 2.54\left( {\dfrac{{{f_{{\mathrm{lf}}}}}}{{{f_{{\mathrm{co}}}}}}} \right) + 4.54\left( {\dfrac{{{f_{{\mathrm{ls}}}}}}{{{f_{{\mathrm{co}}}}}}} \right)} \right] $
Issa et al.(2009)^[40]	$ \dfrac{{{f_{{\mathrm{cu}}}}}}{{{f_{{\mathrm{co}}}}}} = 1 + 3.4\left( {\dfrac{{{f_{{\mathrm{ls}}}} + {f_{{\mathrm{lf}}}}}}{{{f_{{\mathrm{co}}}}}}} \right) $
Hu et al. (2013)^[41]	$ \dfrac{{{f_{{\mathrm{cu}}}}}}{{{f_{{\mathrm{co}}}}}} = 1 + 3.5\left( {\dfrac{{{f_{\mathrm{l}}}_{\mathrm{f}}}}{{{f_{{\mathrm{co}}}}}}} \right) + \left( {2.254\sqrt {1 + 7.94\left( {\dfrac{{{f_{\mathrm{l}}}_{\mathrm{s}}}}{{{f_{{\mathrm{co}}}}}}} \right)} - 2\left( {\dfrac{{{f_{\mathrm{l}}}_{\mathrm{s}}}}{{{f_{{\mathrm{co}}}}}}} \right) - 2.254} \right) $
Chastre et al. (2013)^[42]	$ \dfrac{{{f_{{\mathrm{cu}}}}}}{{{f_{{\mathrm{co}}}}}} = \dfrac{{1.5 + D/H}}{2} + 5.29\left( {\dfrac{{{f_{{\mathrm{ls}}}} + 0.6{f_{{\mathrm{lf}}}}}}{{{f_{{\mathrm{co}}}}}}} \right) $
Miao et al. (2021)^[43]	$ \begin{gathered} \dfrac{{{f_{{\mathrm{cu}}}}}}{{{f_{{\mathrm{co}}}}}} = 0.75 + 2.7\left( {1 + \gamma } \right){\left( {\dfrac{{{f_{{\mathrm{lf}}}}}}{{{f_{{\mathrm{co}}}}}}} \right)^{0.9}} + 4.1\dfrac{{{f_{{\mathrm{ls}}}}}}{{{f_{{\mathrm{co}}}}}} \cdot \dfrac{{{A_{\mathrm{c}}}}}{{{A_{\mathrm{g}}}}} \\ \gamma = 1.03 \\ \end{gathered} $
Notes：f_cu—Ultimate stress of specimen; f_co—Peak stress of unconfined concrete; f_ls—Lateral confining stress exerted by the stirrup; f_lf—Later confining stress exerted by FRP; D—Diameter of the column; H—Height of the column; A_c—Area of the core concrete; A_g—Area of the total specimen area.

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表 5 FRP-箍筋约束混凝土柱的强度计算模型评估

Table 5. Evaluation of strength calculation models of FRP-hoop confined concrete columns

Model source	A_V	S_D	A_AE
Ilki et al. (2008)^[39]	0.959	0.034	4.8%
Issa et al.(2009)^[40]	1.119	0.031	11.9%
Hu et al. (2013)^[41]	1.102	0.029	10.2%
Chastre et al.(2013)^[42]	1.053	0.028	5.3%
Miao et al. (2021)^[43]	1.194	0.113	19.5%
Notes：A_V—Average value; S_D—Standard deviation; A_AE—Average absolute error.

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