Axial Compressive Experiment on Steel-Jacket Retrofitted Column with Recycled Aggregate Concrete
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摘要:为实现建筑业节能减排的目标，提出了钢套管再生混凝土加固柱的新加固方法，对1个未加固柱、12个钢套管再生混凝土加固柱以及2个钢管混凝土柱进行轴压试验，并对试件的承载力和变形特点进行分析，并讨论了该加固柱的承载力计算方法.研究结果表明：加固后试件的承载力提高2.19～3.98倍，且加固柱的刚度、延性均比原柱有明显提高；钢套管再生混凝土加固柱的承载力为钢套管普通混凝土加固柱承载力的91.8%～97.0%；当填充再生混凝土强度由27.0 MPa增加到32.9 MPa时，加固柱的承载力仅提高2.67%；对于再生粗骨料取代率为50%的试件，当钢套管厚度由1.81 mm增加到3.84 mm和5.84 mm时，承载力分别提高了34.0%和77.8%；考虑原柱初始应力后，试件峰值应变减小47.1%～59.3%；钢套管加固柱与钢管混凝土柱具有类似的受力性能.采用不同规范计算试件的承载力，结果表明EC4规范公式的计算精度最高，稳定性最佳.Abstract:To realise the goals of energy saving and emissions reduction in the construction industry, a new retrofitting method of steel-jacket retrofitted columns with recycled aggregate concrete is presented. An unstrengthened column, twelve steel-jacket retrofitted columns, and two concrete-filled steel-tube columns were tested under concentric compressive loading. The axial resistance and deformation capacity were analysed, and the method for calculating the strength of the retrofitted column was evaluated. The experimental results indicated that the strength of the retrofitted columns is 2.19–3.98 times higher than that of the unstrengthened one. In addition, the stiffness and ductility of the steel-jacketed columns increased notably. The strengths of the retrofitted columns with recycled aggregate concrete were 91.8%–97.0% of that of the column with normal infill concrete. As the strength of the infill recycled concrete increased from 27.0 MPa to 32.9 MPa, the strength of the retrofitted column increased by only 2.67%. For specimens with the replacement ratio of recycled coarse aggregate of 50%, the strength of the retrofitted column was enhanced by 34.0% and 77.8% as the thickness of the steel jacket increased from 1.81 mm to 3.84 mm and to 5.84 mm, respectively. After considering the preload of the original column, the strains corresponding to the peak load of the retrofitted column decreased by 47.1%–59.3%. The performance of the steel-jacket retrofitted column was similar to that of the concrete-filled steel-tube columns. Various methods from current design codes were adopted to calculate the axial resistance of the steel-jacket retrofitted column and it was seen that the design code EC4 provides the most accurate and stable predictions.
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Key words:
- steel jacket/
- recycled aggregate concrete/
- retrofit/
- axial compression test/
- preload
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图 1钢套管再生混凝土加固柱截面
Figure 1.Sections of the steel-jacket retrofitted columns with recycled aggregate concrete
图 7归一化的荷载-轴向平均应变曲线
Figure 7.Non-dimensional load versus average longitudinal strain curves
图 8试件A3钢管和钢筋的荷载（P）-应变（ε）曲线
Figure 8.Load（P）-strain（ε） curves for steel tube and bars of specimen A3
表 1试件参数及试验结果
Table 1.Parameters and experimental results of the specimen
编号 t/mm l/cm η/% Ppre/kN fc1/MPa fc2/MPa Ec/MPa 钢管滑移线 Ps/kN Pu/kN Ps/Pu εb Pu/Pu-A0 A0 — 100 — — 34.2 — — — — 1 512 — — 1.00 A1 3.84 100 0 0 34.2 29.8 29 029 较明显 4 855 4 941 0.98 0.020 0 3.27 A2 3.84 100 25 0 34.2 28.3 27 226 较明显 4 382 4 547 0.96 0.024 8 3.01 A3 3.84 100 50 0 34.2 27.0 26 605 较明显 4 527 4 538 1.00 0.020 2 3.00 A4 3.84 100 75 0 34.2 26.9 25 367 较明显 4 520 4 793 0.94 0.026 7 3.17 A5 3.84 100 100 0 34.2 24.7 17 214 较明显 4 223 4 661 0.91 0.028 8 3.08 A6 3.84 100 50 0 34.2 32.9 26 619 较明显 4 340 4 659 0.93 0.028 5 3.08 A7 3.84 130 25 125 34.2 33.7 28 561 不明显 — 4 682 — 0.010 0 3.10 A8 3.84 130 25 316 34.2 33.7 28 561 不明显 — 4 868 — 0.008 0 3.22 A9 1.81 100 0 0 34.2 30.4 29 029 最明显 3 213 3 309 0.97 0.014 2 2.19 A10 5.84 100 0 0 34.2 30.4 29 029 不明显 — 6 003 — 0.032 0 3.97 A11 1.81 100 50 0 34.2 28.2 26 605 最明显 3 220 3 386 0.95 0.010 8 2.24 A12 5.84 100 50 0 34.2 28.2 26 605 不明显 — 6 021 — 0.029 0 3.98 E1 3.84 100 100 0 — 23.7 — 较明显 4 207 4 217 1.00 0.015 2 2.79 E2 3.84 100 0 0 — 43.6 — 较明显 5 400 5 522 0.98 0.010 2 3.65 
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表 2混凝土配合比
Table 2.Mixing proportions of the concrete
试件 设计强度 η/% 水灰比 砂率 水/kg 水泥/kg 砂/kg 天然骨料/kg 再生骨料/kg A1、A9、A10、E2、 C30 0 0.49 0.37 205 422 633 1079 0 A2、A7、A8 C30 25 0.49 0.37 230 422 634 809 270 A3、A11、A12 C30 50 0.49 0.37 256 422 634 540 540 A4 C30 75 0.49 0.37 281 422 634 270 810 A5、E1 C30 100 0.49 0.37 306 422 634 0 1080 A6 C35 50 0.42 0.37 254 484 615 523 523 注：由于搅拌机容量限制，不同批次搅拌的混凝土强度存在差异，各试件的混凝土强度实测值见表1. 下载:
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表 3钢材力学性能指标
Table 3.Material properties of the steel
指标 钢筋Ф6 钢筋Ф12 预应力
钢筋Ф32钢管厚度/mm 1.81 3.84 5.84 fy/MPa 375 435 — 432 400 356 fu/MPa 593 654 — 570 550 509 Es/GPa 182.4 150.2 169.5 220.6 183.8 173.4 下载:
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表 4各国规范承载力计算结果对比
Table 4.Comparisons of the results predicted by design codes
数据
来源试件
编号套箍
系数ξ试验
结果Pu/kNJCJ01—89 CECS28—2012 Eurocode 4 AIJ-CFT ANSI/AISC 文献[9]公式 Pcal
/kNPcal
/PuPcal
/kNPcal
/PuPcal
/kNPcal
/PuPcal
/kNPcal
/PuPcal
/kNPcal
/PuPcal
/kNPcal
/Pu本文 A1 0.809 4 941 5 042 1.020 5 446 1.102 4 651 0.941 3 994 0.808 3 601 0.729 5 646 1.143 A2 0.835 4 623 5 080 1.099 5 528 1.196 4 679 1.012 4 000 0.865 3 606 0.780 5 744 1.242 A3 0.836 4 537 4 991 1.100 5 369 1.183 4 594 1.013 3 962 0.873 3 540 0.780 5 620 1.239 A4 0.853 4 793 4 861 1.014 5 279 1.101 4 479 0.934 3 837 0.801 3 463 0.723 5 403 1.127 A5 0.818 4 738 4 879 1.030 5 064 1.069 4 485 0.947 3 971 0.838 3 449 0.728 5 478 1.156 A6 0.780 4 660 5 088 1.092 5 513 1.183 4 705 1.010 4 024 0.864 3 662 0.786 5 658 1.214 A7 0.772 4 682 5 119 1.093 5 546 1.185 4 736 1.012 4 050 0.865 3 689 0.788 5 694 1.216 A8 0.772 4 868 5 056 1.039 5 472 1.124 4 681 0.962 4 005 0.823 3 652 0.750 5 588 1.148 A9 0.405 3 310 3 653 1.104 3 905 1.180 3 490 1.054 2 986 0.902 2 826 0.854 3 492 1.055 A10 1.115 6 003 5 881 0.980 6 534 1.088 5 496 0.916 4 731 0.788 4 138 0.689 7 383 1.230 A11 0.419 3 387 3 618 1.068 3 872 1.143 3 445 1.017 2 949 0.871 2 780 0.821 3 466 1.023 A12 1.151 6 021 5 919 0.983 6 600 1.096 5 529 0.918 4 758 0.790 4 141 0.688 7 527 1.250 文献[9] BZ2 0.292 2 990 3 488 1.167 3 553 1.188 3 409 1.140 2 780 0.930 2 804 0.938 3 411 1.141 BZ3 0.402 3 820 3 892 1.019 4 007 1.049 3 761 0.985 3 055 0.800 3 032 0.794 4 046 1.059 BZ4 0.515 4 180 4 313 1.032 4 477 1.071 4 114 0.984 3 328 0.796 3 266 0.781 4 640 1.110 BZ5 0.566 4 460 4 484 1.005 4 684 1.050 4 277 0.959 3 460 0.776 3 370 0.756 4 970 1.114 CZ1 0.329 2 780 2 920 1.050 2 978 1.071 2 847 1.024 2 257 0.812 2 324 0.836 2 851 1.026 CZ2 0.658 3 678 3 891 1.058 4 057 1.103 3 672 0.998 3 005 0.817 2 862 0.778 4 222 1.148 CZ3 0.329 3 030 2 920 0.964 2 978 0.983 2 847 0.940 2 257 0.745 2 324 0.767 2 851 0.941 DZ1 0.592 4 290 4 325 1.008 4 521 1.054 4 121 0.961 3 334 0.777 3 235 0.754 4 802 1.119 DZ2 0.592 4 230 4 325 1.022 4 521 1.069 4 121 0.974 3 334 0.788 3 235 0.765 4 802 1.135 文献[10] TZ3-C50 0.682 3 029 2 751 0.908 2 935 0.969 2 590 0.855 1 973 0.651 1 989 0.657 3 212 1.061 TZ2-C50 0.407 2 265 2 308 1.019 2 381 1.051 2 181 0.963 1 782 0.787 1 726 0.762 2 360 1.042 TZ4-C50 0.804 3 274 2 921 0.892 3 169 0.968 2 763 0.844 2 270 0.693 2 100 0.641 3 604 1.101 TZ3-C40 0.764 2 768 2 628 0.949 2 812 1.016 2 494 0.901 1 869 0.675 1 885 0.681 3 090 1.116 TZ3-C60 0.621 2 914 2 862 0.982 3 046 1.045 2 684 0.921 2 067 0.709 2 083 0.715 3 323 1.140 平均值 1.027 1.090 0.988 0.802 0.759 1.127 标准差 0.062 0.068 0.047 0.068 0.064 0.077 下载:
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