Test on axial compression performance and bearing capacity calculation of GFRP bars reinforced coral aggregate marine concrete columns exposed to tidal area
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摘要: 为解决海洋工程中钢筋耐久性不足以及海上建筑材料短缺问题，提出了一种新型玻璃纤维增强树脂复合材料(GFRP)筋珊瑚海洋混凝土柱。对28个海洋潮汐区混凝土柱试件进行轴压静力加载试验，观察了受力破坏过程，获取了荷载-位移全过程曲线和特征点应力应变数据，分析了试件的受压破损机制及各参数对轴压力学性能的影响规律，并探讨了潮汐区该类新型构件的承载力计算方法。结果表明：GFRP筋珊瑚海洋混凝土柱的轴压破坏表现为表面裂缝宽而疏，粗骨料断裂，保护层混凝土被分割成条带状；与配钢筋试件相比，GFRP筋试件的承载力降低了38%，特征点应变也更小；在GFRP筋试件中，增大纵筋或螺旋箍筋配筋率并不能显著提高其承载能力，但可提高其变形性能；在270天范围内的短期潮汐环境下，试件的承载力先降低后升高，轴压延性呈波动变化趋势且变化幅值为25%。最后，拟合并引入材料性能变化参数得出潮汐区GFRP筋珊瑚海洋混凝土柱承载力计算公式。Abstract: In order to solve insufficient durability of steel bars and shortage of offshore construction materials, a new type of glass fiber reinforced polymer (GFRP) bars reinforced coral aggregate marine concrete column was proposed. 28 columns in marine tidal area were tested under axial compression. Firstly, the failure process of the specimens was observed, the load-displacement curves and the stress-strain data were obtained. Then, the failure mechanism of the specimens and the influence of various parameters on the mechanical properties were analyzed. At last, the bearing capacity calculation of this new type of member in the tidal area was discussed. The results show that the failure modes of GFRP bars reinforced coral aggregate marine concrete columns include wide and sparse cracks on the surface, coarse aggregate fracture and cover concrete divided into strips. Compared with the reinforced concrete (RC) specimen, the bearing capacity of GFRP bars reinforced coral aggregate marine concrete specimen decreases by 38%, and the strain of characteristic points is smaller. For GFRP specimens, increasing the reinforcement ratio of longitudinal bars or spiral stirrups can’t effectively improve the bearing capacity of specimens, but can improve their deformation performance. In the short-term tidal environment within 270 days, the bearing capacity of specimens first decreases and then increases, and the ductility shows a fluctuating trend with a variation amplitude of 25%. Finally, the calculation formulas for calculating the bearing capacity of the GFRP bars reinforced coral aggregate marine concrete columns in the tidal area were proposed by fitting and introducing variation parameters of material property.
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图 1 GFRP筋珊瑚海洋混凝土柱配筋及应变片布置示意图
Figure 1. Layout of reinforcement and strain gauge of GFRP bars reinforced coral aggregate marine concrete columns
图 2 GFRP筋珊瑚海洋混凝土柱材料形态
Figure 2. Material form of GFRP bars reinforced coral aggregate marine concrete columns
图 5 GFRP筋珊瑚海洋混凝土柱典型破坏过程
Figure 5. Typical failure process of GFRP bars reinforced coral aggregate marine concrete columns
图 6 GFRP筋珊瑚海洋混凝土柱破坏形态
Figure 6. Failure modes of GFRP bars reinforced coral aggregate marine concrete columns
图 7 GFRP筋珊瑚海洋混凝土柱荷载-位移曲线
Figure 7. Load-displacement curves of GFRP bars reinforced coral aggregate marine concrete columns
图 8 纵筋配筋率ρv对GFRP筋珊瑚海洋混凝土柱特征点应力σ和应变ε的影响
Figure 8. Effect of reinforcement ratio of longitudinal bar ρv on stress σ and strain ε of characteristic points of GFRP bars reinforced coral aggregate marine concrete columns
图 9 螺旋筋配箍率ρh对GFRP筋珊瑚海洋混凝土柱特征点应力 σ 和应变 ε的影响
Figure 9. Effect of reinforcement ratio of spiral hoop ρh on stress σ and strain ε of characteristic points of GFRP bars reinforced coral aggregate marine concrete columns
图 10 各变化参数对GFRP筋珊瑚海洋混凝土柱峰值荷载的影响
Figure 10. Effect of various parameters on the peak load of GFRP bars reinforced coral aggregate marine concrete columns
图 11 各变化参数对GFRP筋珊瑚海洋混凝土柱轴压延性 μ 的影响
Figure 11. Effect of various parameters on the ductility μ of GFRP bars reinforced coral aggregate marine concrete columns
图 12 不同潮汐环境龄期t下GFRP筋抗拉强度变化
Figure 12. Change of tensile strength of GFRP bars in different environment ages t of tidal area
图 13 不同潮汐区环境龄期混凝土抗压强度变化
Figure 13. Change of compressive strength of concrete in different environment ages of tidal area
表 1 玻璃纤维增强树脂复合材料(GFRP)筋珊瑚海洋混凝土柱参数及主要结果
Table 1. Details of specimens and main results of glass fiber reinforced polymer (GFRP) bars reinforced coral aggregate marine concrete columns
Specimen number t/d Strength grade Aggregate type RP d/mm s/mm ρv/% ρh/% Nu/kN μ P-0 0 C30 Gravel — — — — — 410.5 — G-C30@2S30-0 0 C30 Gravel 4 
6 30 2.00 2.55 819 1.69 G-C30@2S30-270 270 C30 Gravel 4 6 30 2.00 2.55 801.5 2.13 S-LC30@2S30-0 0 LC30 Coral 4 6 30 2.00 2.55 1331 1.46 G-LC20@2S30-0 0 LC20 Coral 4 6 30 2.00 2.55 584.5 1.64 G-LC25@2S30-0 0 LC25 Coral 4 6 30 2.00 2.55 636.5 2.72 G-LC30@2S30-0 0 LC30 Coral 4 6 30 2.00 2.55 889.5 1.74 G-LC35@2S30-0 0 LC35 Coral 4 6 30 2.00 2.55 919 0.94 G-LC30@1S30-0 0 LC30 Coral 4 6 30 1.46 2.55 799.5 1.27 G-LC30@3S30-0 0 LC30 Coral 4 6 30 2.63 2.55 902 1.77 G-LC30@4S30-0 0 LC30 Coral 8 6 30 2.97 2.55 903 1.40 G-LC30@5S30-0 0 LC30 Coral 8 6 30 4.07 2.55 915 1.05 G-LC30@2S30-90 90 LC30 Coral 4 6 30 2.00 2.55 740.5 1.30 G-LC30@2S30-180 180 LC30 Coral 4 6 30 2.00 2.55 899 1.81 G-LC20@2S30-270 270 LC20 Coral 4 6 30 2.00 2.55 652.5 2.17 G-LC25@2S30-270 270 LC25 Coral 4 6 30 2.00 2.55 738 1.74 G-LC30@2S30-270 270 LC30 Coral 4 6 30 2.00 2.55 937 1.36 G-LC35@2S30-270 270 LC35 Coral 4 6 30 2.00 2.55 1164.5 0.82 G-LC30@1S30-270 270 LC30 Coral 4 6 30 1.46 2.55 826.5 1.54 G-LC30@3S30-270 270 LC30 Coral 4 6 30 2.63 2.55 945 1.32 G-LC30@4S30-270 270 LC30 Coral 8 6 30 2.97 2.55 1014.5 1.27 G-LC30@5S30-270 270 LC30 Coral 8 6 30 4.07 2.55 1030 1.19 G-LC30@2S40-270 270 LC30 Coral 4 6 40 2.00 1.91 880 1.31 G-LC30@2S50-270 270 LC30 Coral 4 6 50 2.00 1.52 905.5 1.20 G-LC30@2S60-270 270 LC30 Coral 4 6 60 2.00 1.27 831.5 1.18 G-LC30@2S70-270 270 LC30 Coral 4 6 70 2.00 1.09 889.5 1.17 G-LC30@2S80-270 270 LC30 Coral 4 6 80 2.00 0.96 892.5 1.16 G-LC30@2S100-270 270 LC30 Coral 4 6 100 2.00 0.76 836.5 1.15 Notes：In the specimen number, the initials P, G and S represent no reinforcement, GFRP bar and steel bar, respectively; C and LC represent ordinary aggregate concrete and coral aggregate concrete, respectively; @ represents the form of longitudinal reinforcement; S represents the spacing of spiral reinforcement; the number at the end represents the exposure age of tidal environment. t—Environmental age of tidal zone; RP—Reinforcement pattern of longitudinal bar; d—Diameter of spiral hoop; s—Spacing of spiral hoop; ρv and ρh—Longitudinal reinforcement ratio and spiral hoop ratio respectively; Nu—Peak load; μ—Ductility coefficient under axial compression. 
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表 2 混凝土配合比及实测性能
Table 2. Mix proportions of concrete and measured properties
SG CA/
(kg·m−3)Sand/
(kg·m−3)Cement/
(kg·m−3)Water/
(kg·m−3)AW/
(kg·m−3)PCA/
(kg·m−3)W/C Slump/
mmDensity/
(kg·m−3)Cube strength/MPa 0 day 90 days 180 days 270 days C30 1209 543 453 195 0 0 0.43 115 2506 39.9 — — 39.2 LC20 656 760 375 180 75 0.59 0.48 103 2106 17.6 — — 21.7 LC25 656 760 410 180 75 0.64 0.44 79 2153 24.0 — — 31.5 LC30 656 760 535 185 75 0.84 0.35 64 2219 39.3 33.1 35.1 39.2 LC35 656 760 625 185 75 0.98 0.30 63 2329 47.2 — — 49.6 Notes：SG—Concrete grade; CA—Coarse aggregate; AW—Additional water; PCA—Water reducing agent; W/C—Mass ratio of water to cement; C—Strength of ordinary concrete; LC—Strength of coral coarse aggregate concrete.
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表 3 钢筋和GFRP筋性能
Table 3. Properties of steel and GFRP bars
Reinforcement type Diameter/mm Elastic modulus/GPa Elongation/% Yield strength/MPa Ultimate strength/MPa 0 day 180 days 270 days GFRP bar 6 40 1.30 — 670 546 509 12 40 1.32 — 662 544 511 14 40 1.28 — 618 516 472 16 40 1.30 — 672 555 517 Steel bar 6 200 — 341 438 — — 14 200 10.6 442 586 — —
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表 4 GFRP筋珊瑚海洋混凝土柱特征点应力与应变
Table 4. Stress and strain on characteristic point of GFRP bars reinforced coral aggregate marine concrete columns
Specimen number First through crack Peak load Restraint enhancement σc/MPa εcv/10−6 εch/10−6 εcc/10−6 σp/MPa εpv/10−6 εph/10−6 εpc/10−6 σr/MPa εrv/10−6 εrh/10−6 εrc/10−6 G-C30@2S30-0 — — — — 26.07 4 964 2 986 2 023 — — — — G-C30@2S30-270 — — — — 25.51 4 759 2 724 1 515 — — — — S-LC30@2S30-0 23.95 988 791 — 39.37 5 178 1 423 — 42.34 8788 1734 — G-LC20@2S30-0 10.19 921 60 466 18.61 9 035 6 052 1 433 15.98 4 343 1 486 1 373 G-LC25@2S30-0 10.44 508 42 649 20.26 5 535 5 187 1 306 16.3 1 407 208 1 042 G-LC30@2S30-0 15.09 880 95 514 28.31 3 383 616 1 507 24.96 4 922 3 007 1 518 G-LC35@2S30-0 16.20 868 116 606 29.25 4 151 1 233 1 439 26.36 5 429 1 209 1 439 G-LC30@1S30-0 16.93 1 188 191 656 25.45 3 153 514 1 395 24.67 4 123 913 1 215 G-LC30@3S30-0 25.27 1 780 79 1 285 28.71 2 452 298 1 677 27.41 2 924 313 1 746 G-LC30@4S30-0 19.07 1 272 345 1 488 28.74 2 490 1 531 1 754 26.45 2 688 3 190 1 754 G-LC30@5S30-0 17.22 687 243 600 29.13 2 346 2 213 1 071 28.04 2 682 2 929 1 189 G-LC30@2S30-90 17.79 1 290 167 942 23.57 3 113 715 1 598 20.09 3 806 1 994 1 902 G-LC30@2S30-180 16.52 1 060 56 676 28.62 2 705 589 1 326 27.15 2 300 656 1 268 G-LC20@2S30-270 12.16 905 53 919 20.77 5 002 3 303 2 308 18.91 4 316 1 329 2 308 G-LC25@2S30-270 12.45 — 88 465 23.49 — 3 769 1 960 22.19 — 556 1 941 G-LC30@2S30-270 26.13 2 260 373 705 29.83 3 473 1 687 — 28.07 3 715 1 845 — G-LC35@2S30-270 17.60 1 569 156 702 37.07 3 939 429 1 433 32.91 4 005 736 2 974 G-LC30@1S30-270 20.44 600 197 — 26.31 1 576 1 927 — 22.35 1 700 2 191 — G-LC30@3S30-270 26.32 2 284 134 1 184 30.08 3 580 355 1 966 24.61 4 043 577 1 966 G-LC30@4S30-270 29.09 1 631 216 1 505 32.29 2 024 443 1 581 26.36 2 273 845 1 518 G-LC30@5S30-270 24.22 1 379 235 2 055 32.79 2 857 397 2 451 30.78 1 605 637 2 159 G-LC30@2S40-270 15.53 1 287 255 753 28.01 3 036 644 1 406 26.8 1 908 970 1 170 G-LC30@2S50-270 24.45 1 999 251 705 28.82 2 407 454 1 065 22.89 2 915 1 166 1 179 G-LC30@2S60-270 17.13 633 15 1 011 26.47 1 921 125 1 951 24.19 2 171 247 1 951 G-LC30@2S70-270 18.68 787 24 899 28.31 1 764 306 2 061 26.99 1 817 322 2 061 G-LC30@2S80-270 15.09 1 213 146 880 28.41 2 747 278 2 138 25.37 3 137 744 2 241 G-LC30@2S100-270 15.79 627 91 903 26.63 2 531 512 1 779 21.39 3 037 837 1 779 Notes：σc, σp and σr—Stress of the specimen at first through crack, peak load and restraint enhancement respectively; εxv, εxh and εxc (x=c, p, r)—Strain of longitudinal bar, spiral hoop and concrete at each characteristic point respectively.
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表 5 GFRP筋珊瑚海洋混凝土柱承载力试验值与计算值比较
Table 5. Comparison between test values and calculated values of GFRP bars reinforced coral aggregate marine concrete columns bearing capacity
Specimen number Test value Nu/kN Calculated value Nu, c/kN Formula (9) Formula (10) Formula (11) Nu, c1 Nu, c1/Nu Nu, c2 Nu, c2/Nu Nu, c3 Nu, c3/Nu G-LC20@2S30-0 584.5 369.3 0.63 378.1 0.65 514.3 0.88 G-LC25@2S30-0 636.5 503.1 0.79 498.8 0.78 648.0 1.02 G-LC30@2S30-0 889.5 822.4 0.92 787.1 0.88 967.3 1.09 G-LC35@2S30-0 919.0 988.1 1.08 936.7 1.02 1133.0 1.23 G-LC30@1S30-0 799.5 826.7 1.03 775.2 0.97 924.6 1.16 G-LC30@3S30-0 902.0 817.3 0.91 800.7 0.89 1006.6 1.12 G-LC30@4S30-0 903.0 814.7 0.90 808.0 0.89 1010.4 1.12 G-LC30@5S30-0 915.0 805.9 0.88 802.6 0.88 1095.8 1.20 G-LC30@2S30-90 740.5 588.9 0.80 572.3 0.77 720.7 0.97 G-LC30@2S30-180 899.0 661.2 0.74 633.9 0.71 781.1 0.87 G-LC20@2S30-270 652.5 521.2 0.80 504.1 0.77 630.2 0.97 G-LC25@2S30-270 738.0 758.0 1.03 717.9 0.97 866.9 1.17 G-LC30@2S30-270 937.0 944.7 1.01 886.5 0.95 1053.7 1.12 G-LC35@2S30-270 1164.5 1192.9 1.02 1110.6 0.95 1301.9 1.12 G-LC30@1S30-270 826.5 949.7 1.15 877.6 1.06 1023.3 1.24 G-LC30@3S30-270 945.0 938.9 0.99 896.7 0.95 1081.2 1.14 G-LC30@4S30-270 1014.5 935.8 0.92 902.2 0.89 1083.0 1.07 G-LC30@5S30-270 1030.0 925.8 0.90 886.6 0.86 1143.7 1.11 G-LC30@2S40-270 880.0 944.7 1.07 886.5 1.01 1053.7 1.20 G-LC30@2S50-270 905.5 944.7 1.04 886.5 0.98 1053.7 1.16 G-LC30@2S60-270 831.5 944.7 1.14 886.5 1.07 1053.7 1.27 G-LC30@2S70-270 889.5 944.7 1.06 886.5 1.00 1053.7 1.18 G-LC30@2S80-270 892.5 944.7 1.06 886.5 0.99 1053.7 1.18 G-LC30@2S100-270 836.5 944.7 1.13 886.5 1.06 1053.7 1.26 Average value v 0.958 0.915 1.118 Standard deviation D 0.130 0.108 0.105 Coefficient of variation Cv 0.136 0.118 0.094
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