Axial compression performance of FRP-galvanized corrugated steel tube seawater sea-sand concrete columns
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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。
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关键词:
- 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. -
图 3 波纹钢管几何结构
Figure 3. Geometry of corrugated steel tube
Bf—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; lcr, lmid, ltr—Length for the crest, trough, and middle of the CST; cs—Ripple length corresponding to one ripple period; t0—Thickness of the CST
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 tf/mm Nu/kN fcu/MPa εcu 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; tf—Thickness of the outer FRP; Nu—Ultimate load of specimen; fcu—Ultimate stress of specimen; εcu—Ultimate strain of specimen. 表 2 波纹钢管截面尺寸
Table 2. Section size of corrugated steel tube
l×h(mm×mm) lcr/mm lmid/mm ltr/mm cs/mm λcr/% λmid/% λtr/% 68×13 17.25 35.91 17.25 70.41 24.5 51.0 24.5 Notes: p—Corrugation length; h—Corrugation height; lcr—Lengths of the crest; lmid—Lengths of the middle; ltr—Lengths of the trough; cs—Ripple length corresponding to one ripple period; λcr—Lengths coefficients of the crest; λmid—Lengths coefficients of the middle; λtr—Lengths coefficients of the trough. 表 3 人工海水化学掺比
Table 3. Chemical admixture ratio of artificial seawater
Reagent
contentKCl NaCl CaCl2 MgCl2 Na2SO4 NaHCO3 KBr g/kg 0.695 24.53 1.16 5.2 4.09 0.201 0.101 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:fcu—Ultimate stress of specimen; fco—Peak stress of unconfined concrete; fls—Lateral confining stress exerted by the stirrup; flf—Later confining stress exerted by FRP; D—Diameter of the column; H—Height of the column; Ac—Area of the core concrete; Ag—Area of the total specimen area. 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
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