西安建筑科技大学学报(自然科学版)

基于4根玄武岩纤维布(Basalt Fiber Reinforced Plastic, BFRP)约束钢筋混凝土圆柱和2根未加固柱的低周反复侧向加载试验,研究了试件的受力性能和机理,对比分析了剪跨比、轴压比和加固方式对柱变形性能的影响.利用ABAQUS软件对试件进行非线性有限元分析,且验证了模型的有效性.在此基础上,以BFRP包裹层数、纵筋配筋率和箍筋配箍率为变化参数,重点研究了各参数对加固柱抗震变形能力的影响.结果表明:随着剪跨比的减小及轴压比的增大,加固柱延性性能明显降低,且BFRP对低剪跨比加固柱变形能力的提高效果最好; 等BFRP加固量下全包较条带加固柱抗震性能略优; 加固柱的变形能力随着包裹层数得提高而增强,但层数超过4层后,BFRP对柱的加固效果不再明显; 当加固柱的纵筋配筋率增至3.2%时,其延性性能变化趋势由上升转为下降; 而增加箍筋配箍率则可显著改善加固柱的极限位移.

The low cyclic lateral loading tests were conducted on four basalt fiber reinforced plastic(BFRP)confined circular columns and two unconfined columns. The mechanical behavior and mechanism of specimens were investigated, and the influences on the deformation performance were analyzed by the parameters of shear span ratio, axial compression ratio and confining method. Nonlinear finite element analysis of the specimens was carried out by ABAQUS software, and the feasibility of models was verified. Then, the influences of BFRP layer, longitudinal reinforcement ratio and stirrup ratio on the seismic deformation capacity of columns were studied. Results show that with the reduction of shear span ratio and increment of axial compression ratio, the ductility of confined columns drops significantly, and the BFRP has the best effect on improving the deformation capacity of the columns reinforced with low shear-span ratio. With the same amount of BFRP, the seismic behavior of all wrapped columns is slightly better than that of partial wrapped columns. Moreover, the column deformation capacity is improved with the increase of BFRP layer, but the BFRP confinement is not obvious with more than four layers. When the longitudinal reinforcement ratio of columns reaches 3.2%, the ductility trend changes from rise to drop, while increasing the stirrup ratio can significantly improve the ultimate displacement of reinforced columns.

引言
1 试验概况
2 试验结果及分析
3 有限元模型建立
4 有限元结果分析
5 结论

表1 钢筋的力学性能指标<br/>Tab.1 Mechanical properties of steel bars

表1 钢筋的力学性能指标
Tab.1 Mechanical properties of steel bars

表2 BFRP的力学性能指标<br/>Tab.2 Mechanical properties of BFRP sheets

表2 BFRP的力学性能指标
Tab.2 Mechanical properties of BFRP sheets

表3 试件设计参数及试验结果<br/>Tab.3 Design parameters of specimens and test results

表3 试件设计参数及试验结果
Tab.3 Design parameters of specimens and test results

图1 试验装置
Fig.1 Test setup

图2 测点布置图<br/>Fig.2 Sketch of measured points

图2 测点布置图
Fig.2 Sketch of measured points

图3 各试件破坏形态<br/>Fig.3 Failure pattern of specimens

图3 各试件破坏形态
Fig.3 Failure pattern of specimens

图4 各试件滞回曲线<br/>Fig.4 Hysteretic loop curves of specimens

图4 各试件滞回曲线
Fig.4 Hysteretic loop curves of specimens

图5 各试件骨架曲线<br/>Fig.5 Skeleton curves of specimens

图5 各试件骨架曲线
Fig.5 Skeleton curves of specimens

图6 往复荷载下材料的本构模型<br/>Fig.6 Constitutive model of materials under cyclic load

图6 往复荷载下材料的本构模型
Fig.6 Constitutive model of materials under cyclic load

图7 模拟与试验结果滞回曲线对比<br/>Fig.7 Comparison of hysteretic loop curves between simulation and tested results

图7 模拟与试验结果滞回曲线对比
Fig.7 Comparison of hysteretic loop curves between simulation and tested results

表4 模拟结果与试验数据对比<br/>Tab.4 Comparison between and test data simulation results

表4 模拟结果与试验数据对比
Tab.4 Comparison between and test data simulation results

图8 模拟与试验结果破坏形态对比<br/>Fig.8 Comparison of failure modes between simulation and tested results

图8 模拟与试验结果破坏形态对比
Fig.8 Comparison of failure modes between simulation and tested results

表5 试件参数范围<br/>Tab.5 Parametric range of specimens

表5 试件参数范围
Tab.5 Parametric range of specimens

图9 包裹层数组柱骨架曲线<br/>Fig.9 Skeleton curves of columns with different BFRP layers

图9 包裹层数组柱骨架曲线
Fig.9 Skeleton curves of columns with different BFRP layers

图10 纵筋配筋率组柱骨架曲线<br/>Fig.10 Skeleton curves of columns with different longitudinal reinforcement ratio

图10 纵筋配筋率组柱骨架曲线
Fig.10 Skeleton curves of columns with different longitudinal reinforcement ratio

图11 箍筋配箍率组柱骨架曲线<br/>Fig.11 Skeleton curves of columns with different stirrup ratio

图11 箍筋配箍率组柱骨架曲线
Fig.11 Skeleton curves of columns with different stirrup ratio

[1]DHAND V, MITTAL G, RHEE K Y, et al. A short review on basalt fiber reinforced polymer composites[J]. Composites Part B: Engineering, 2015, 73: 166-180.
[2]刘华, 胡文乐, 何朋立, 等. 玄武岩纤维灰土力学特性及扩宽路堤边坡稳定性分析[J]. 西安建筑科技大学学报(自然科学版), 2021, 53(1): 53-60.
[3]吴刚, 顾冬生, 吴智深, 等. 玄武岩纤维与碳纤维加固混凝土圆形柱抗震性能比较研究[J]. 工业建筑, 2007, 37(6): 19-23.
[4]OUYANG L J, GAO W Y, ZHEN B, et al. Seismic retrofit of square reinforced concrete columns using basalt and carbon fiber-reinforced polymer sheets: A comparative study[J]. Composite Structures, 2017, 162: 294-307.
[5]LI Y, XIE M F, LIU J B. Experimental study on the seismic behaviour of reinforced concrete bridge piers strengthened by BFRP sheets[J]. Advances in Civil Engineering, 2019, 4169421: 1-11.
[6]MA G, LI H, WANG J. Experimental study of the seismic behavior of predamaged reinforced-concrete columns retrofitted with basalt fiber-reinforced polymer[J]. Journal of Composites for Construction, 2015, 19(6): 04015016: 1-12.
[7]唐协波. 玄武岩纤维布加固钢筋混凝土方柱抗震性能研究[D]. 成都: 西南交通大学, 2019.
[8]催济东, 韩小雷, 龚涣钧, 等. 钢筋混凝土柱变形性能指标限值及其试验验证[J]. 同济大学学报(自然科学版), 2018, 46(5): 593-603.
[9]中华人民共和国住房和城乡建设部. 混凝土结构设计规范: GB50010-2010[S]. 北京: 中国建筑工业出版社, 2010.
[10]姚谦峰, 陈平. 土木工程结构试验[M]. 北京: 中国建筑工业出版社, 2001.
[12]NEDJAR B. Elastoplastic-damage modelling including the gradient of damage: formulation and computational aspects[J]. International Journal of Solids and Structures, 2001, 38(30): 5421-5451.
[13]CHEN W F. Plasticity in reinforced concrete[M]. Newyork: McGraw-Hill, 1982.
[14]CLOUGH R W. Effect of stiffness degradation on earth-quake ductility requirements[R]. America: Universty of California, 1966.

备注

引言

1 试验概况

2 试验结果及分析

3 有限元模型建立

4 有限元结果分析

5 结论

期刊信息