Axial compression behavior of high-strength recycled concrete filled steel tubular composite columns
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摘要: 以混凝土种类、钢管截面形状和方钢管内是否设置十字形拉结筋为主要变化参数,完成了2个钢管高强普通混凝土叠合柱(CFSTRCC)和3个钢管高强再生CFSTRCC轴心受压试验,研究了钢管高强再生混凝土叠合柱与钢管高强普通混凝土叠合柱轴心受压性能差异。研究结果表明,钢管高强再生混凝土叠合柱损伤发展过程和破坏形态与钢管高强普通混凝土叠合柱相似,钢管高强再生混凝土叠合柱承载力较高,耗能能力较强,但外围钢筋混凝土剥落程度严重,延性较差。在方钢管内设置十字形拉结筋后,拉结筋增强了方钢管对核心混凝土的约束,延性得到显著改善,承载力和耗能亦提高显著,同时峰值荷载对应更大的峰值应变,材料利用更充分。在钢管截面积相等、材料强度接近的条件下,内置圆钢管的CFSTRCC与内置方钢管的CFSTRCC相比,具有更高的承载能力和耗能能力,表现出更好的延性。根据国内外相关规程对26个钢管再生CFSTRCC进行轴压承载力计算,结果表明CFSTRCC轴压承载力计算结果与实测结果吻合较好。Abstract: To study the difference of the axial compressive performance of recycled concrete composite columns and ordinary concrete composite columns, the experiments of two high-strength ordinary concrete-filled steel tube reinforced concrete columns (CFSTRCC) and three high-strength recycled CFSTRCC were conducted under axial loading. The concrete type, cross-sectional shape of the steel tube and whether the cross-shaped tie bars were set or not in the square steel tube were chosen to be the main parameters. The experimental results show that the damage development process and failure modes of recycled concrete specimens are similar to those of normal concrete specimens. The bearing capacity and energy dissipation capacity of recycled concrete specimens are higher than those of the ordinary concrete specimens. However, it has serious spalling of concrete and poor ductility. When the set cross-shaped tie bars were installed in the square steel tube, the ductility has been significantly improved, and the bearing capacity and energy consumption have also been significantly increased due to the tie bar enhancing the restraint of the square steel tube to the core concrete. Meanwhile, the peak load corresponds to a larger peak strain, so the materials are more fully utilized. Under the condition of the steel tube equal cross-sectional area and close material strength, CFSTRCC with circular steel tube has higher bearing capacity, better deformation ability and stronger energy dissipation capacity than CFSTRCC with square steel tube. According to the relevant domestic and foreign regulations, the ultimate bearing capacity of 26 recycled CFSTRCC from this paper and other references were calculated. The results show that the calculation results for the axial compression bearing capacity of CFSTRCC are in well agreement with the experiment results.
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表 1 骨料物理性能
Table 1. Physical properties of aggregate
Type of
aggregateParticle size
range/mmMoisture
content/%Water
absorption/%Pushing
density/%Index of
crushing/%Apparent
density/(kg·m−3)NCA 5-25 1.0 0.93 1681 10.4 2798 RCA 5-25 2.2 6.30 1274 12.7 2433 Notes: NCA—Natural coarse aggregate; RCA—Recycled coarse aggregate. 表 2 混凝土配合比
Table 2. Design mix of concrete
Water cement ratio Material consumption/(kg·m−3) Cement Sand NCA RCA Water FA MP WRA 0.32 336.87 633.45 1126.15 0.00 154.00 48.13 96.25 2.41 0.32 336.87 633.45 0.00 1126.15 154.00 48.13 96.25 2.41 Notes: FA—Fly ash; MP—Mineral powder; WRA—Water reducing agent. 表 3 钢管混凝土叠合柱(CFSTRCC)试件主要参数
Table 3. Parameters of concrete-filled steel tube reinforced concrete columns (CFSTRCC) specimens
Specimen Type of
steel tubeγ/% L/mm b/mm L/b D(B)/mm t/mm $ {\rho }_{{\rm{a}}} $/% θ $ {f}_{{\rm{c}}{\rm{u}}} $/MPa E/GPa NCCST Circular 0 1150 230 5 114 4.5 2.90 1.44 60.10 40.91 RCCST Circular 100 1150 230 5 114 4.5 2.90 1.38 62.71 37.42 NCSST Square 0 1150 230 5 100 4.0 2.90 1.45 60.10 40.91 RCSST Square 100 1150 230 5 100 4.0 2.90 1.39 62.71 37.42 RCSSTTB Square 100 1150 230 5 100 4.0 2.90 1.39 62.71 37.42 Notes: NCCST and RCCST—Natural and recycled concrete specimen with circular steel tube, respectively; NCSST and RCSST—Natural and recycled concrete specimen with square steel tube, respectively; RCSSTTB—Recycled concrete specimen of cross-shaped tie bars installed in the square steel tube; γ—Replacement rate of recycled coarse aggregate; L—Height of specimen; b—Cross-sectional side length of specimen; D—Outer diameter of circular steel tube; B—Side length of square steel tube; t—Wall thickness of steel tube; $ {\rho }_{{\rm{a}}} $=$ {A}_{{\rm{a}}}/A $; $ {A}_{{\rm{a}}} $—Cross-sectional area of steel tube; A—Whole cross-sectional area of specimen; $ \theta $=$ {f}_{{\rm{a}}}{A}_{{\rm{a}}} /{f}_{{\rm{c}}{\rm{c}}}{A}_{{\rm{c}}{\rm{c}}}$; $ {f}_{{\rm{a}}} $—Yield strength of steel tube; $ {f}_{{\rm{c}}{\rm{c}}} $—Axial compressive strength of concrete filled steel tube; $ {A}_{{\rm{c}}{\rm{c}}} $—Cross-sectional area of concrete filled steel tube; $ {f}_{{\rm{c}}{\rm{u}}} $—Compressive strength of concrete; E—Elastic modulus of concrete. 表 4 钢材性能
Table 4. Material properties of steel
Material type D(B)/mm t/mm $ {f}_{{\rm{y}}}\left({f}_{{\rm{a}}}\right) $/MPa $ {f}_{{\rm{u}}} $/MPa Steel bar 6 — 495 705 12 — 415 564 Circular 114 4.5 369 472 Square 100 4.0 378 487 Notes: $ {f}_{{\rm{y}}} $—Yield strength of steel bar; $ {f}_{{\rm{u}}} $—Tensile strength of steel. 表 5 各CFSTRCC试件特征点试验结果
Table 5. Characteristic displacement of CFSTRCC specimens
Specimen $ {\varDelta }_{{\rm{y}}} $/mm $ {\varDelta }_{{\rm{u}}} $/mm $ {\varDelta }_{{\rm{m}}} $/mm μ NCCST 3.8 4.0 6.2 1.63 RCCST 5.0 5.5 6.5 1.30 NCSST 4.1 4.2 6.1 1.49 RCSST 5.1 5.8 6.3 1.23 RCSSTTB 4.7 6.1 6.6 1.40 Notes:$ {\varDelta }_{{\rm{y}}} $—Yield displacement; $ {\varDelta }_{{\rm{u}}} $—Peak displacement; $ {\varDelta }_{{\rm{m}}} $—Limit displacement; μ—Displacement ductility coefficient. 表 6 各CFSTRCC试件特征点耗能值
Table 6. Energy dissipation of CFSTRCC specimens
Specimen Ey/(kN·mm) Eu/(kN·mm) Em/(kN·mm) NCCST 5575 5990 12188 RCCST 7705 9263 13530 NCSST 5370 5658 10617 RCSST 7674 8985 11235 RCSSTTB 7299 10993 13402 Notes: $ {E}_{{\rm{y}}} $—Energy dissipation of yield point; $ {E}_{{\rm{u}}} $—Energy dissipation of peak point; $ {E}_{{\rm{m}}} $—Energy dissipation of limit point. 表 7 CFSTRCC试验值与计算值对比
Table 7. Comparison of test values and calculation values of CFSTRCC
Data source Specimen Nu/kN Chinese codes American codes European codes HAN et al[30] $ {N}_{{\rm{u}}.{\rm{c}}} $/kN $ {N}_{{\rm{u}}} $$ /{N}_{{\rm{u}}.{\rm{c}}} $ $ {N}_{{\rm{u}}.{\rm{c}}} $/kN $ {N}_{{\rm{u}}} $$/ {N}_{{\rm{u}}.{\rm{c}}} $ $ {N}_{{\rm{u}}.{\rm{c}}} $/kN $ {N}_{{\rm{u}}} $$ /{N}_{{\rm{u}}.{\rm{c}}} $ $ {N}_{{\rm{u}}.{\rm{c}}} $/kN $ {N}_{{\rm{u}}} $$ /{N}_{{\rm{u}}.{\rm{c}}} $ This
paperNCCST 3000 3186 0.942 2773 1.082 3286 0.913 3335 0.900 RCCST 3150 3277 0.961 2867 1.099 3395 0.928 3441 0.915 NCSST 2900 3189 0.909 2774 1.045 3288 0.882 3337 0.869 RCSST 3100 3279 0.976 2869 1.115 3397 0.942 3443 0.929 RCSSTTB 3350 3279 1.022 2869 1.168 3397 0.986 3443 0.973 Wu[31] CC1 2420 2435 0.994 1 812 1.336 2418 1.001 2488 1.028 CC3 2328 2261 1.029 1 836 1.268 2360 0.986 2326 1.001 CC4 2370 2551 0.929 2070 1.145 2647 0.895 2630 0.901 CC5 2241 2226 1.007 1 820 1.231 2340 0.957 2292 0.978 CC6 2448 2169 1.128 1791 1.366 2305 1.062 2236 1.095 CC7 2582 2599 0.993 2165 1.192 2764 0.934 2698 0.957 CC8 2463 2455 1.003 2 035 1.210 2605 0.946 2538 0.970 CC9 2317 2429 0.954 2 010 1.153 2573 0.900 2510 0.923 CC10 2406 2357 1.021 1 959 1.228 2511 0.958 2436 0.988 CC11 2358 2436 0.968 2132 1.106 2726 0.865 2614 0.902 CC12 2309 2471 0.934 2091 1.104 2675 0.863 2578 0.896 CC13 2357 2484 0.949 2091 1.127 2675 0.881 2586 0.911 CC14 2295 2497 0.919 2091 1.098 2675 0.858 2594 0.885 CC15 2686 2296 1.170 1 972 1.362 2630 1.021 2453 1.095 CC16 2868 2876 0.997 2389 1.200 3042 0.943 2998 0.957 CC17 2879 2701 1.066 2265 1.271 2889 0.996 2819 1.021 CC18 2686 2762 0.972 2389 1.124 3042 0.883 2924 0.918 CC19 2853 2653 1.075 2241 1.273 2900 0.984 2771 1.030 SS-1 2519 2088 1.206 1 913 1.187 2471 1.019 2203 1.144 SS-2 2592 2066 1.255 1 891 1.192 2359 1.098 2176 1.191 SS-3 2514 2414 1.041 2232 1.196 2781 0.904 2584 0.973 Average 1.019 1.188 0.946 0.976 Notes:$ {N}_{{\rm{u}}} $—Test results; $ {N}_{{\rm{u}}.{\rm{c}}} $—Calculation results; CC1-CC11—Built-in circular steel tube specimens with different replacement rate of recycled coarse aggregate; CC12-CC14—Built-in circular steel tube specimens with different stirrup spacing; CC15—Specimen column with reduced circular steel tube diameter; CC16-CC18—Specimen which increases the strength grade of concrete; CC19—Specimen with increased wall thickness of circular steel tube; SS-1-SS-3—Built-in square steel tube specimens with different replacement rate of recycled coarse aggregate. -
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