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浙江大学学报(工学版)
Journal of ZheJiang University (Engineering Science)  2023, Vol. 57 Issue (1): 111-121    DOI: 10.3785/j.issn.1008-973X.2023.01.012
    
Seismic behavior of polypropylene fiber concrete column in saline soil environment
Hai-bo LU1(),Guang-tai ZHANG1,2,*(),Shi-tuo LIU1,Xue-fan LI1,Xia HAN1
1. College of Civil Engineering and Architecture, Xinjiang University, Urumqi 830046, China
2. Xinjiang Key Laboratory of Building Structures and Earthquake Resistance, Urumqi 830046, China
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Abstract  

Eight polypropylene fiber lithium slag concrete (PLiC) columns and three reinforced concrete (RC) columns were designed and manufactured with the days of erosion, axial compression ratio and coupling stress ratio as the main variables in order to analyze the seismic performance of PLiC columns under coupled loads in saline soil environment. A solution with a mass fraction of 8.3% NaCl+10% Na2SO4 was used to soak the specimens after applying a continuous load. Eleven specimens were subjected to low-cycle cyclic load tests respectively, and the failure modes, hysteresis curves, skeleton curves, ductility and stiffness degradation of each specimen were analyzed after the immersion erosion was completed. The variation rules of ductility and energy dissipation capacity of PLiC column and RC column under different variables were clarified. Results show that PLiC column is better than RC column in salt soil erosion resistance. The energy dissipation capacity of PLiC column and RC column decreases firstly and then increases with the increase of erosion time, and ductility continuously decreases, while the decreasing amplitude of PLiC column is smaller than that of RC column. The total energy dissipation of PLiC column increases with the same loading displacement when the axial compression ratio increases from 0.2 to 0.3. The energy dissipation and stiffness degradation of the specimen decrease with the increase of coupling stress ratio.

Key words： coupled loads in saline soil environment      polypropylene fiber lithium slag concrete (PLiC)      low-cycle cyclic load      seismic performance     
Received: 04 October 2021      Published: 17 January 2023
CLC:  TU 375  
Fund:  国家自然科学基金资助项目(51968070)
Corresponding Authors: Guang-tai ZHANG     E-mail: 1550185515@qq.com;zgtlxh@126.com
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Hai-bo LU
Guang-tai ZHANG
Shi-tuo LIU
Xue-fan LI
Xia HAN
Cite this article:

Hai-bo LU,Guang-tai ZHANG,Shi-tuo LIU,Xue-fan LI,Xia HAN. Seismic behavior of polypropylene fiber concrete column in saline soil environment. Journal of ZheJiang University (Engineering Science), 2023, 57(1): 111-121.

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https://www.zjujournals.com/eng/10.3785/j.issn.1008-973X.2023.01.012     OR     https://www.zjujournals.com/eng/Y2023/V57/I1/111


盐渍土环境下聚丙烯纤维混凝土柱抗震性能

为了研究盐渍土环境耦合荷载下聚丙烯纤维锂渣混凝土（PLiC）柱的抗震性能，以侵蚀天数、轴压比、耦合应力比为主要变量，设计并制作8根PLiC柱试件和3根钢筋混凝土（RC）柱试件. 采用8.3%（质量分数）NaCl+10%（质量分数）Na2SO4的溶液，浸泡施加持续荷载后的试件. 在浸泡侵蚀完成后，分别对11根试件进行低周往复循环荷载试验，分析各试件的破坏模式、滞回曲线、骨架曲线、延性及刚度退化等，明确PLiC柱和RC柱在不同变量下延性及耗能能力的变化规律. 结果表明，PLiC柱的耐盐渍土侵蚀性能优于RC柱. 随着侵蚀时间的增加，PLiC柱和RC柱耗能能力均出现先下降后上升的趋势，延性均持续下降，PLiC柱的下降幅值小于RC柱. 当轴压比从0.2增加至0.3时，PLiC柱在相同加载位移时的总耗能增大. 随着耦合应力比的增大，试件的耗能、刚度退化均呈现下降的趋势.


关键词： 盐渍土环境耦合荷载作用,  聚丙烯纤维锂渣混凝土（PLiC）,  低周往复荷载,  抗震性能 
Fig.1 Detailed drawing of specimen geometry and reinforcement
试件编号 Dσ n t/d
RC-0-0.2-0 0 0.2 0
PLiC-0-0.2-0 0 0.2 0
PLiC-0-0.3-0 0 0.3 0
RC-0.2-0.2-90 0.2 0.2 90
PLiC-0.2-0.2-90 0.2 0.2 90
PLiC-0.2-0.3-90 0.2 0.3 90
PLiC-0.1-0.2-90 0.1 0.2 90
PLiC-0.35-0.2-90 0.35 0.2 90
RC-0.2-0.2-180 0.2 0.2 180
PLiC-0.2-0.2-180 0.2 0.2 180
PLiC-0.2-0.3-180 0.2 0.3 180
Tab.1 Parameters of test specimens
Fig.2 Schematic diagram of load device and salt solution coupled load
试块
种类 		$\varphi_{\rm{p}} $/% $\varphi _{\rm{l}} $/% ρc/
(kg·m?3) 		ρg/
(kg·m?3) 		ρs/
(kg·m?3) 		ρw/
(kg·m?3) 		ρr/
(kg·m?3)
RC 0 0 261 1360 657 98.4 2.6
PLiC 0.1092 20 209 1360 657 98.4 2.6
Tab.2 Mix propotion of concrete
化学成分 wB 化学成分 wB
SiO2 54.39 SO3 8.30
Li2O 0.77 Na2O 0.26
MgO 0.24 Fe2O3 1.40
K2O 0.14 Al2O3 19.83
CaO 7.98 — —
Tab.3 Chemical composition of lithium slag %
纤维类型 D/μm ρ/(g·cm?3) l/mm e/GPa Rm/MPa
聚丙烯 33 0.91 19 > 3.5 530
Tab.4 Physical properties of polypropylene fiber
Fig.3 Loading device
Fig.4 RC column and PLiC column surfaces after salt solution erosion
Fig.5 Crack distribution of RC column and PLiC column
Fig.6 Hysteresis curves of RC column and PLiC column
Fig.7 Skeleton curves of RC column and PLiC column
试件编号 方向 Py/kN Δy/mm Pmax/kN Δmax/mm Pu/kN Δu/mm μ
RC-0.2-0 反向 87.95 13.18 95.6 24.80 81.26 32.98 2.97
RC-0.2-0 正向 82.29 8.847 94.2 19.30 80.03 30.33 2.97
PLiC-0-0.2-0 反向 91.44 13.68 96.9 19.25 82.37 37.04 3.54
PLiC-0-0.2-0 正向 77.42 7.01 88.7 11.00 75.40 30.62 3.54
PLiC-0-0.3-0 反向 84.00 11.00 92.8 33.00 92.80 33.00 3.19
PLiC-0-0.3-0 正向 103.96 9.74 116.2 16.50 98.10 33.00 3.19
RC-0.2-0.2-90 反向 75.63 14.80 85.5 33.10 72.67 41.36 2.88
RC-0.2-0.2-90 正向 68.65 12.26 78.7 16.54 66.90 36.41 2.88
PLiC-0.1-0.2-90 反向 96.50 12.22 102.8 18.99 87.37 41.17 3.50
PLiC-0.1-0.2-90 正向 83.95 8.70 100.3 16.58 85.25 31.59 3.50
PLiC-0.2-0.2-90 反向 76.42 8.21 85.7 13.79 78.20 31.59 3.26
PLiC-0.2-0.2-90 正向 81.75 12.57 94.5 21.96 80.20 33.63 3.26
PLiC-0.35-0.2-90 反向 88.13 14.23 95.00 30.25 89.70 44.00 2.80
PLiC-0.35-0.2-90 正向 85.83 14.02 104.4 19.25 88.74 35.27 2.80
PLiC-0.2-0.3-90 反向 81.67 11.95 95.9 24.75 87.20 35.75 2.40
PLiC-0.2-0.3-90 正向 89.37 19.76 107.3 27.50 101.50 35.75 2.40
RC-0.2-0.2-180 反向 82.34 15.01 100.0 24.82 85.00 36.57 2.83
RC-0.2-0.2-180 正向 83.96 8.45 100.4 16.14 85.34 29.06 2.83
PLiC-0.2-0.2-180 反向 82.35 17.64 98.1 41.45 96.70 47.10 3.11
PLiC-0.2-0.2-180 正向 81.53 10.04 93.5 16.40 80.33 35.71 3.11
PLiC-0.2-0.3-180 反向 89.20 11.09 101.8 19.25 86.53 20.46 2.03
PLiC-0.2-0.3-180 正向 102.51 9.75 118.0 13.75 100.3 21.55 2.03
Tab.5 Ductility coefficient of specimens
Fig.8 Energy consumption curves of RC column and PLiC column
Fig.9 Stiffness degradation curves of RC column and PLiC column
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