型钢混凝土L形柱空间角节点抗震性能研究
发布时间：2019-06-19 05:17
【摘要】：型钢混凝土异形柱结合了钢与混凝土的优点,同时将型钢混凝土矩形柱与钢筋混凝土异形柱的优点发挥到极致,已得到越来越广泛的应用。在结构体系中,节点不仅是传力的枢纽,还是受力的重要部位,对框架结构的重要性不言而喻。实际的地震作用方向是与建筑轴线呈任意角度,而L形柱因其不对称的截面特性使得型钢混凝土L形柱空间角节点的受力更加复杂,因此研究空间角节点更加合理的加载方式、抗震性能、破坏机理和剪扭承载力很有必要。在课题组已有研究的基础上,本文对型钢混凝土L形柱空间角节点进行了较为系统的研究。 本文采用课题组设计的空间加载装置对12个型钢混凝土L形柱空间角节点进行低周反复加载试验,考虑了柱截面配钢形式、加载角度、轴压比和梁的形式4个变化参数。获取其破坏机理、荷载-位移滞回曲线及骨架曲线、荷载-应变滞回曲线、节点核心区剪切变形、梁截面平均曲率和特征点参数,并分析了不同变化参数对其峰值荷载、位移延性、极限侧移角、强度退化、刚度退化、耗能能力和累积损伤等抗震性能的影响。试验研究结果揭示了型钢混凝土L形柱空间角节点的破坏机理,即弱核心试件破坏形态是以节点核心区剪切斜压破坏为主,弯曲扭转伴随粘结破坏为辅,强柱弱梁试件发生的是梁端弯曲破坏。滞回曲线饱满,位移延性、耗能能力和抗倒塌能力较好,强度、刚度衰减缓慢,具有较好的抗震能力。实腹配钢试件的峰值荷载最高,配T型钢桁架的试件的延性、抗倒塌能力、耗能能力最好,配槽钢桁架试件各级位移下的的累积损伤程度最大。随着加载角度的降低试件的峰值荷载逐渐降低,延性略有增加,00加载试件较45°加载试件峰值荷载降低了约25%,并且各级位移下累积损伤程度最高增加30%,刚度退化速度0°加载试件最快,30°加载试件最缓慢。在一定范围内随着轴压比的增加,耗能能力更好,试件延性和抗倒塌能力变差,试件的刚度退化更加明显。梁形式为型钢混凝土梁的试件较梁形式为钢梁的试件峰值荷载提高38%,并且累积损伤有较大程度的缓解,延性、抗倒塌能力均较好,梁形式为钢筋混凝土梁的试件的刚度退化较带钢梁更加明显。 采用有限元软件Abaqus对既有试验试件LJ-1-LJ-9进行有限元分析,破坏形态与试验相似,计算的滞回曲线较试验的更加饱满、对称,初始刚度和峰值荷载较试验值偏大,峰值荷载计算值与试验值的误差基本在10%以内,满足一般的精度。在此基础上设计各种工况下的足尺试件74个,并对其进行滞回特性有限元分析,考虑了柱截面配钢形式、轴压比、加载角度、混凝土强度等级、肢高厚比、配钢率、不等肢、梁线刚度、柱剪跨比9个变化参数,分析了各变化参数对型钢混凝土空间角节点峰值荷载、耗能和延性影响,与试验结果大致相符。综合试验与有限元结果得出主要结论并给出建议： 1)工程设计中建议优先选用实腹配钢形式,因其较空腹配钢的峰值荷载提高10%以上,综合抗震性能最好； 2)三种配钢形式的试件的位移延性随轴压比增加而下降,特别是配T型钢桁架试件下降最快,建议轴压比限值设计值为0.5； 3)加载角度与峰值荷载的关系反映在极坐标轴内关于45°角和135°角对称,加载角在45°以内,随着加载角度的增加峰值荷载增加,加载角度为45°的试件的极限承载力较平面节点提高了约30%。0°是结构的最不利加载方向。试件的耗能和延性随着加载角度的增加逐渐降低,与平面节点相比,加载角度为45°的试件延性系数降低约10%,双向加载对结构的延性有一定的不利影响； 4)混凝土强度等级的提高会降低试件延性,建议最优混凝土强度等级为C40； 5)提高肢高厚比和柱截面配钢率均可提高试件峰值荷载和耗能能力,但延性变差。建议最优肢高厚比为3.0,最优柱截面配钢率为4%～6%； 6)两肢高度比的增加会提高试件的峰值荷载和耗能能力,最大幅度高达16.2%,即使试件延性变差但仍大于3,若工程实际需要,长肢的高度最大可取960mm; 7)梁线刚度的增加可以有效提高试件的峰值荷载和延性,与梁柱线刚度比为0.1的试件相比,梁柱线刚度比为0.45的试件峰值荷载增幅可达2倍以上,延性系数增加68%,建议梁柱线刚度比为0.4～0.5； 8)柱剪跨比的增加会大幅降低试件的峰值荷载,也会降低试件耗能,剪跨比介于2.0～3.5,延性较好,建议剪跨比为2.0～3.5,对应的建筑层高可取2.80m～5.00m。 在分析试验研究结果及对有限元数据的拟合和回归的基础上,提出了型钢混凝土L形柱空间角节点的极限抗剪承载力计算公式,该公式在已有的研究成果基础上引入了加载角度、抗扭降低系数、轴压比和梁高与柱高之比,其计算结果较符合试验结果,该公式具有一定的参考价值。
[Abstract]:The steel-concrete special-shaped column is combined with the advantages of steel and concrete, and meanwhile, the advantages of the section steel concrete rectangular column and the reinforced concrete special-shaped column are brought to the utmost, and the steel-concrete special-shaped column has been widely applied. In the structure system, the node is not only the pivot of force transfer, but also the important part of stress, and the importance of the frame structure is self-evident. The actual earthquake action direction is at an arbitrary angle to the axis of the building, and the L-shaped column is more complex than the stress of the L-shaped column space corner node due to its asymmetric cross-section characteristics, therefore, the loading mode and the anti-seismic performance of the spatial corner node are more reasonable, The damage mechanism and shear-torsional bearing capacity are necessary. On the basis of the research of the research group, this paper makes a systematic study on the L-shaped column space corner node of the section steel. In this paper, we use the space loading device designed by the research group to carry on the low-cycle and repeated loading test on the space angle node of the L-shaped column of the 12-section steel concrete, considering the form of the column section, the loading angle, the axial compression ratio and the form of the beam. The damage mechanism, the load-displacement hysteresis curve and the skeleton curve, the load-strain hysteresis curve, the shear deformation of the core region of the node, the mean curvature of the beam section and the characteristic point parameters are obtained, and the peak load, the displacement ductility, the limit side shift angle and the strength of the beam are analyzed. The image of seismic performance, such as the degradation of stiffness, energy dissipation, and cumulative damage In response to the results of the test, the failure mechanism of the L-shaped column space corner node of the section steel concrete is revealed, that is, the failure mode of the weak core test piece is mainly caused by the shear oblique pressure failure of the core area of the node, the bending torsion is accompanied by the failure of the bonding, and the strong column weak beam test piece is caused by the bending and breaking of the beam end. the hysteresis curve is full, the displacement ductility, the energy dissipation capacity and the anti-collapse capability are better, the strength and the rigidity are slow to decay, The peak load of the test piece is the highest, and the ductility, the anti-collapse ability and the energy dissipation capacity of the test piece with the T-shaped steel frame are the best, and the cumulative damage degree at all levels of the test piece with the channel steel frame is the most Large. As the load angle decreases, the peak load of the test piece is gradually reduced, the ductility is slightly increased, the peak load of the loading test piece at 45 掳 of the loading test piece is reduced by about 25%, and the cumulative damage degree at all levels is up to 30. %, the stiffness degradation speed is 0 掳, the test piece is the fastest, and the 30 掳 loading test piece is the most slow. In a certain range, with the increase of the axial compression ratio, the energy dissipation capacity is better, the ductility and the anti-collapse capacity of the test piece are worse, and the stiffness degradation of the test piece is more clear. The beam form of the beam is the test piece of the section steel concrete beam, the peak load of the test piece of the steel beam is increased by 38%, and the cumulative damage has a great degree of relief, the ductility and the anti-collapse ability are good, the stiffness of the test piece in the beam form is the reinforced concrete beam is more clear than that of the steel beam, The finite element software Abaqus is used to analyze the existing test piece LJ-1-LJ-9, and the damage form is similar to that of the test. The calculated hysteretic curve is more full, symmetrical, initial and peak load less than that of the test. If the value is too large, the error of the peak load calculation value and the test value is basically within 10%, meeting the general requirements In this paper,74 specimens of the foot rule under various working conditions are designed, and the hysteretic characteristic is analyzed by the finite element method. The steel form, the axial compression ratio, the loading angle, the concrete strength grade, the high-thickness ratio, the steel distribution ratio, the non-equal limb and the beam of the column section are considered. The influence of various parameters on the peak load, energy consumption and ductility of the steel-reinforced concrete space-angle node is analyzed, and the influence of each parameter on the peak load, energy consumption and ductility of the steel-concrete space-angle node is analyzed. In accordance with the results of the combined test and the finite element results, the main conclusions are drawn and given It is suggested that:1) In engineering design, it is recommended that the form of real-belly steel distribution be selected as a priority, because the peak load of the higher-speed steel-matched steel can be increased by more than 10%, and the comprehensive anti-corrosion method The seismic performance is the best;2) the displacement ductility of the test pieces in the three forms of steel distribution decreases with the increase of the axial compression ratio, especially the test piece with T-shaped steel is the fastest, and the axial compression ratio limit is recommended. The design value is 0.5;3) The relationship between the loading angle and the peak load is reflected in the polar coordinate axis with respect to 45 掳 The angle and the 135 掳 angle are symmetrical and the loading angle is within 45 掳. With the increase of the loading angle, the peak load is increased, and the ultimate bearing capacity of the test piece with the loading angle of 45 掳 is increased by about 30%.0 掳 is the junction The most unfavorable loading direction of the structure. The energy dissipation and the ductility of the test piece are gradually reduced with the increase of the loading angle, and the ductility coefficient of the test piece with the loading angle of 45 degrees is reduced by about 10% as compared with the plane node, and the two-way loading is the extension of the structure. Have a certain adverse effect;4) concrete strength, etc. The improvement of the stage can reduce the ductility of the test piece, and it is suggested to be the best The strength grade of the concrete is C40;5) The high-thickness ratio of the limb and the steel ratio of the section of the column can be improved, and the peak value of the test piece can be improved. The load and energy dissipation capacity, but the ductility is poor. It is recommended that the optimal limb height ratio is 3.0, the most the steel ratio of the high-column section is 4-6%;6) the increase of the height ratio of the two limbs increases the peak load and the energy-consuming capacity of the test piece, and the maximum amplitude is as high as 16.2%, even if the ductility of the test piece The variation is still greater than 3, and if the actual needs of the project The maximum height of the long limb is 960 mm; (7) the increase of the stiffness of the beam can effectively improve the peak load and the ductility of the test piece, and the peak load of the test piece with the beam-to-column stiffness ratio of 0.45 is increased as compared with the test piece with the stiffness ratio of the beam-to-column line of 0.1. The amplitude can be up to 2 times, and the ductility coefficient is increased by 68%. It is suggested that the beam-to-column stiffness ratio is 0.4-0.5;8) The increase of the cross-span ratio of the column can greatly reduce the peak load of the test piece, also reduce the energy consumption of the test piece, the shear span ratio is between 2.0 and 3.5, the ductility is good, the recommended shear span ratio is 2.0-3.5, The calculation formula of the ultimate shear capacity of the L-shaped column space corner node of the section steel is proposed based on the analysis of the results of the test and the fitting and regression of the finite element data. The loading angle, the torsion-reduction coefficient, the axial compression ratio and the ratio of the beam height to the column height are introduced on the basis of the research results.
【学位授予单位】：广西大学
【学位级别】：博士
【学位授予年份】：2014
【分类号】：TU398.9;TU352.11
本文编号：2502119
[Abstract]:The steel-concrete special-shaped column is combined with the advantages of steel and concrete, and meanwhile, the advantages of the section steel concrete rectangular column and the reinforced concrete special-shaped column are brought to the utmost, and the steel-concrete special-shaped column has been widely applied. In the structure system, the node is not only the pivot of force transfer, but also the important part of stress, and the importance of the frame structure is self-evident. The actual earthquake action direction is at an arbitrary angle to the axis of the building, and the L-shaped column is more complex than the stress of the L-shaped column space corner node due to its asymmetric cross-section characteristics, therefore, the loading mode and the anti-seismic performance of the spatial corner node are more reasonable, The damage mechanism and shear-torsional bearing capacity are necessary. On the basis of the research of the research group, this paper makes a systematic study on the L-shaped column space corner node of the section steel. In this paper, we use the space loading device designed by the research group to carry on the low-cycle and repeated loading test on the space angle node of the L-shaped column of the 12-section steel concrete, considering the form of the column section, the loading angle, the axial compression ratio and the form of the beam. The damage mechanism, the load-displacement hysteresis curve and the skeleton curve, the load-strain hysteresis curve, the shear deformation of the core region of the node, the mean curvature of the beam section and the characteristic point parameters are obtained, and the peak load, the displacement ductility, the limit side shift angle and the strength of the beam are analyzed. The image of seismic performance, such as the degradation of stiffness, energy dissipation, and cumulative damage In response to the results of the test, the failure mechanism of the L-shaped column space corner node of the section steel concrete is revealed, that is, the failure mode of the weak core test piece is mainly caused by the shear oblique pressure failure of the core area of the node, the bending torsion is accompanied by the failure of the bonding, and the strong column weak beam test piece is caused by the bending and breaking of the beam end. the hysteresis curve is full, the displacement ductility, the energy dissipation capacity and the anti-collapse capability are better, the strength and the rigidity are slow to decay, The peak load of the test piece is the highest, and the ductility, the anti-collapse ability and the energy dissipation capacity of the test piece with the T-shaped steel frame are the best, and the cumulative damage degree at all levels of the test piece with the channel steel frame is the most Large. As the load angle decreases, the peak load of the test piece is gradually reduced, the ductility is slightly increased, the peak load of the loading test piece at 45 掳 of the loading test piece is reduced by about 25%, and the cumulative damage degree at all levels is up to 30. %, the stiffness degradation speed is 0 掳, the test piece is the fastest, and the 30 掳 loading test piece is the most slow. In a certain range, with the increase of the axial compression ratio, the energy dissipation capacity is better, the ductility and the anti-collapse capacity of the test piece are worse, and the stiffness degradation of the test piece is more clear. The beam form of the beam is the test piece of the section steel concrete beam, the peak load of the test piece of the steel beam is increased by 38%, and the cumulative damage has a great degree of relief, the ductility and the anti-collapse ability are good, the stiffness of the test piece in the beam form is the reinforced concrete beam is more clear than that of the steel beam, The finite element software Abaqus is used to analyze the existing test piece LJ-1-LJ-9, and the damage form is similar to that of the test. The calculated hysteretic curve is more full, symmetrical, initial and peak load less than that of the test. If the value is too large, the error of the peak load calculation value and the test value is basically within 10%, meeting the general requirements In this paper,74 specimens of the foot rule under various working conditions are designed, and the hysteretic characteristic is analyzed by the finite element method. The steel form, the axial compression ratio, the loading angle, the concrete strength grade, the high-thickness ratio, the steel distribution ratio, the non-equal limb and the beam of the column section are considered. The influence of various parameters on the peak load, energy consumption and ductility of the steel-reinforced concrete space-angle node is analyzed, and the influence of each parameter on the peak load, energy consumption and ductility of the steel-concrete space-angle node is analyzed. In accordance with the results of the combined test and the finite element results, the main conclusions are drawn and given It is suggested that:1) In engineering design, it is recommended that the form of real-belly steel distribution be selected as a priority, because the peak load of the higher-speed steel-matched steel can be increased by more than 10%, and the comprehensive anti-corrosion method The seismic performance is the best;2) the displacement ductility of the test pieces in the three forms of steel distribution decreases with the increase of the axial compression ratio, especially the test piece with T-shaped steel is the fastest, and the axial compression ratio limit is recommended. The design value is 0.5;3) The relationship between the loading angle and the peak load is reflected in the polar coordinate axis with respect to 45 掳 The angle and the 135 掳 angle are symmetrical and the loading angle is within 45 掳. With the increase of the loading angle, the peak load is increased, and the ultimate bearing capacity of the test piece with the loading angle of 45 掳 is increased by about 30%.0 掳 is the junction The most unfavorable loading direction of the structure. The energy dissipation and the ductility of the test piece are gradually reduced with the increase of the loading angle, and the ductility coefficient of the test piece with the loading angle of 45 degrees is reduced by about 10% as compared with the plane node, and the two-way loading is the extension of the structure. Have a certain adverse effect;4) concrete strength, etc. The improvement of the stage can reduce the ductility of the test piece, and it is suggested to be the best The strength grade of the concrete is C40;5) The high-thickness ratio of the limb and the steel ratio of the section of the column can be improved, and the peak value of the test piece can be improved. The load and energy dissipation capacity, but the ductility is poor. It is recommended that the optimal limb height ratio is 3.0, the most the steel ratio of the high-column section is 4-6%;6) the increase of the height ratio of the two limbs increases the peak load and the energy-consuming capacity of the test piece, and the maximum amplitude is as high as 16.2%, even if the ductility of the test piece The variation is still greater than 3, and if the actual needs of the project The maximum height of the long limb is 960 mm; (7) the increase of the stiffness of the beam can effectively improve the peak load and the ductility of the test piece, and the peak load of the test piece with the beam-to-column stiffness ratio of 0.45 is increased as compared with the test piece with the stiffness ratio of the beam-to-column line of 0.1. The amplitude can be up to 2 times, and the ductility coefficient is increased by 68%. It is suggested that the beam-to-column stiffness ratio is 0.4-0.5;8) The increase of the cross-span ratio of the column can greatly reduce the peak load of the test piece, also reduce the energy consumption of the test piece, the shear span ratio is between 2.0 and 3.5, the ductility is good, the recommended shear span ratio is 2.0-3.5, The calculation formula of the ultimate shear capacity of the L-shaped column space corner node of the section steel is proposed based on the analysis of the results of the test and the fitting and regression of the finite element data. The loading angle, the torsion-reduction coefficient, the axial compression ratio and the ratio of the beam height to the column height are introduced on the basis of the research results.
【学位授予单位】：广西大学
【学位级别】：博士
【学位授予年份】：2014
【分类号】：TU398.9;TU352.11
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