方钢管混凝土结构粘结滑移基本性能研究
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摘要
方钢管混凝土结构因钢管混凝土特有的优势而迅速发展并广泛应用起来。随着应用的增长,其结构内部钢管与混凝土界面间的粘结滑移基本性能越来越引起工程界的关注,并成为工程应用领域进一步发展难以逾越的难题之一。本文通过轴心推出试验(Push-out Test)及具有代表性的轴心受压构件试验的理论分析,主要研究了方钢管混凝土构件粘结滑移机理及其基本性能。
本文对14根方钢管混凝土构件,其中包括9根推出试件,3个不同形式节点推出试件及2根不同传力形式的轴压试件进行了试验,通过外贴电阻应变片对钢管表面在各级荷载下纵向应变进行测定,分析得到钢管混凝土在界面抗剪粘结性破坏过程中的应变分布规律;运用改进型“内置式滑移传感器”,对结构内部粘结滑移量的分布规律进行了追踪测试,得到了构件荷载滑移曲线及其特征;通过对粘结应力与内部滑移之间的变化关系的分析得到了界面抗剪破坏粘结性发展规律。基于未确知数学方法,对推出试件平均粘结强度进行了分析计算。在对试验细致观察的基础上,分析了钢管的屈曲模态和粘结滑移机理,更全面地阐述了钢管混凝土界面抗剪粘结性能。
整理分析了9个方钢管混凝土推出构件的荷载-加载端滑移曲线及其规律,对其初始、极限和稳定残余三个受力阶段进行了试验归纳,并对影响其性能的四个主要影响变量与三个特征粘结强度的对应关系进行了统计研究。在考虑多因素的前提下,得到了两套方钢管混凝土粘结强度统计回归公式,并依此对试验结果进行了误差估计及评估分析。类比分析了国内相关试验研究及成果,应用本文建立的粘结强度回归公式对已有试验数据进行了测算和对比研究。
根据试件端部实测得到的荷载滑移数据,给出了平均粘结强度-加载端滑移的数学关系。分析统计了钢管应变的试验量测结果,根据力的平衡基本原理推导,以图表的方式展现了推出试验中内部应力随荷载的变化规律,分析了其随荷载大小及沿锚固长度方向上的分布变化。依据电子滑移传感器的量测结果,分析了不同荷载等级作用下界面滑移沿钢管锚固方向的分布规律,由此对试验量测的特征值进行了统计回归。根据试验的粘结应力和内部滑移测量记录结果,得出各截面的局部粘结应力-滑移量沿锚固方向上的关系曲线,建立了考虑x-y向位置函数F(x)和G(x)的局部粘结滑移本构模型τ(x)=S{C_1 ,..., C_i ,...C n,F(x),G(x)}来阐明粘结滑移本构关系的一般规律。
采用极限平衡法对方钢管混凝土构件的极限承载力进行了数学推导,提出了简单实用的计算公式,与已有试验类比分析,理论值与实测值吻合良好。对于方钢管混凝土,通过极限承载力分析计算,建议核心混凝土侧压力提高系数可取2.67。
对推出试件、节点推出试件以及不同受力方式轴压试件在不同荷载阶段剪切粘结作用下钢管内力分配情况的分析和总结,分别得到了各级荷载作用下混凝土相对内力与相对长度方向的分布规律、钢管及核心混凝土内力消长规律,并通过统计回归分析,得到了推出试件混凝土内力在其传力长度方向随外荷载增加的轴力公式。此公式的运用可以得到各级荷载下沿传力长度方向不同位置的内力分配情况。通过极限平衡的方法得到了钢管混凝土推出临界传递长度值LsLcs r/ B`对构件传力长度及其限值进行了探讨性研究,建议取距上下柱端各750mm和2.5B两值中小者为传力长度限值。
提出了考虑临界锚固长度以及采用扎制变形型钢等其他一些粘结锚固设计建议。结合钢管混凝土粘结滑移性能分析,对构件抗剪连接件进行了探讨性设计,并给出了相应的计算公式,以此作为实际工程设计的参考。
运用ANSYS模拟分析方法对推出试验和两根轴压柱进行了研究,并与试验结果进行了对比验证,结果表明有限元计算结果和试验结果吻合较好。在分析研究粘结滑移基本性能基础上,建立了考虑粘结滑移的和不考虑粘结滑移的轴心受压方钢管混凝土的有限元模型,进行了计算及对比分析,探讨了粘结滑移结果以及不同加载方式对方钢管混凝土构件力学性能的影响。
Concrete-filled square steel tubes (CFSST) with preeminent advantage, have already become a kind of rapidly and widely developed structural forms and directions in the modern high-rise and the skyscraper. The bond strength and the bond-slip performance of the interface between the steel tube and the core concrete of the CFSST is always one of the insurmountable concerns among the construction engineers and managers. The mechanism of bond and basic bond-slip performances studied in this paper are based on the axial push-out test of CFSST and theory analysis.
This test has been done upon 14 CFSST specimens including 9 standard push-out test specimens,3 different connection push-out test ones and 2 different axial load transfer test ones. The tube longitudinal strains of the outer surface were tested at various load levels through the electronic strain gauges installed on the surface at close intervals along the length, from which the bond stress distributing rules were obtained. In all these 14 specimens, the updated Embedded Electronic Steel-Concrete Slip Transfers were respectively embedded on the outside of steel tube at certain intervals along the embedment length to measure the distributions of the interior slip. According to the experimental results, the load-slip curves ( curves) were completely analyzed, and the measured strains as well as measured interior slip at both the loading phase and unloading phase of all the 9 specimens were analyzed. The ultimate bond strength was calculated precisely based on unascertained mathematics theory and fully reflects the bond behavior in CFSST structures. In order to find out P ?S
the mechanism of bond-slip, the whole push-out experiment process had been fully observed. The first slip time, the development progress, and the final patterns were carefully observed and depicted, then the mechanism of bond-slip were analyzed.
According to the experimental results of the 9 push-out specimens, together with the mathematical analysis of the P ? Scurves, three characteristics of bond strength, i.e., first-slip bond strength, maximum bond strength and the remnant bond strength, were summed up. The relationships between 4 main factors and the three characteristics of bond strength were analyzed. Two set of bond strength calculation formulae considering several bond-anchoring factors were statistically regressed, the comparison and error analysis of the calculated results were conducted to evaluate the formulae accuracy, by which the calculation results were verified in good agreement with the experimental results. Moreover, theses two set of bond strength calculation formulae were adopted to calculate the bond strength of the former experimental specimens, and compared with the experimental results, from which the calculation formulae were corrected and revised.
According to the experimental P -S Scurves, the relations of the bond strength and load-end slip (τ-S relations) were studied and mathematically modeled. Based on the measured results of the tube strain, the longitudinal distributions of the bond stresses were consequently established according to the force balance equations. The longitudinal distributions of the interior slip along the embedment length were also obtained from the experimental results, which were measured by the Embedded Electronic Steel-Concrete Slip Transfer, and the characteristic slip values were established by statistically regression. According to the distributions of the bond stresses and the interior slip, a new type of bond-slip constitutive relation model including two longitudinal position functions, F ( x ) and G ( x),was established and expressed as formulaτ(x) =S{C_1 , ..., C_i ,... Cn,F(x),G(x)}, in which the longitudinal difference of the bond-slip constitutive relations along the embedment were fully considered.
Based on the limit equilibrium method, the ultimate bearing capacity was analyzed, and the simple and practical calculation formula has been proposed. Compared with the former test, theory value matches surveying value quite well. For
the CFSST, through analyzing and calculating the ultimate bearing capacity, the lateral pressure improves coefficient of core concrete was proposed to be 2.67 desirably.
With the analysis and summaries of the inner distribution, the rules of relative inner force and length were obtained. According to the regression analysis the formula of concrete axis force was supposed. With the application of the distribution formula, the internal force of steel and concrete was obtained separately along the transfer direction in different position. Based on the limit equilibrium method, the critical transfer length Lcs r of push-out member was analyzed with the relatively ones . According to the test result, the transfer length and its limit were carried out, and the limited transfer length was proposed which is the smaller one of 750mm and 2.5B order to spread shear force.
Considering the transfer length, some other bonding anchors suggestion such as the distortion section steel were put forward. Together with the analysis of the CFSST bond-slip performance, the design of shear section was discussed, and then the corresponding calculation formula was given for the reference of actual projects design.
The numerical simulation of the push-out test specimens and the axial load specimens were conducted by the ANSYS according to the bond-slip constitutive relations obtained, the simulation results well matched the experimental results. The two CFSST numerical simulation cases under axial load by ANSYS considering and no considering the bond-slip performance were both conducted and compared with the experimental results. The influence of the bond-slip and different types of loading conditions upon mechanical behaviors of CFSST under axial load is analyzed.
本文对14根方钢管混凝土构件,其中包括9根推出试件,3个不同形式节点推出试件及2根不同传力形式的轴压试件进行了试验,通过外贴电阻应变片对钢管表面在各级荷载下纵向应变进行测定,分析得到钢管混凝土在界面抗剪粘结性破坏过程中的应变分布规律;运用改进型“内置式滑移传感器”,对结构内部粘结滑移量的分布规律进行了追踪测试,得到了构件荷载滑移曲线及其特征;通过对粘结应力与内部滑移之间的变化关系的分析得到了界面抗剪破坏粘结性发展规律。基于未确知数学方法,对推出试件平均粘结强度进行了分析计算。在对试验细致观察的基础上,分析了钢管的屈曲模态和粘结滑移机理,更全面地阐述了钢管混凝土界面抗剪粘结性能。
整理分析了9个方钢管混凝土推出构件的荷载-加载端滑移曲线及其规律,对其初始、极限和稳定残余三个受力阶段进行了试验归纳,并对影响其性能的四个主要影响变量与三个特征粘结强度的对应关系进行了统计研究。在考虑多因素的前提下,得到了两套方钢管混凝土粘结强度统计回归公式,并依此对试验结果进行了误差估计及评估分析。类比分析了国内相关试验研究及成果,应用本文建立的粘结强度回归公式对已有试验数据进行了测算和对比研究。
根据试件端部实测得到的荷载滑移数据,给出了平均粘结强度-加载端滑移的数学关系。分析统计了钢管应变的试验量测结果,根据力的平衡基本原理推导,以图表的方式展现了推出试验中内部应力随荷载的变化规律,分析了其随荷载大小及沿锚固长度方向上的分布变化。依据电子滑移传感器的量测结果,分析了不同荷载等级作用下界面滑移沿钢管锚固方向的分布规律,由此对试验量测的特征值进行了统计回归。根据试验的粘结应力和内部滑移测量记录结果,得出各截面的局部粘结应力-滑移量沿锚固方向上的关系曲线,建立了考虑x-y向位置函数F(x)和G(x)的局部粘结滑移本构模型τ(x)=S{C_1 ,..., C_i ,...C n,F(x),G(x)}来阐明粘结滑移本构关系的一般规律。
采用极限平衡法对方钢管混凝土构件的极限承载力进行了数学推导,提出了简单实用的计算公式,与已有试验类比分析,理论值与实测值吻合良好。对于方钢管混凝土,通过极限承载力分析计算,建议核心混凝土侧压力提高系数可取2.67。
对推出试件、节点推出试件以及不同受力方式轴压试件在不同荷载阶段剪切粘结作用下钢管内力分配情况的分析和总结,分别得到了各级荷载作用下混凝土相对内力与相对长度方向的分布规律、钢管及核心混凝土内力消长规律,并通过统计回归分析,得到了推出试件混凝土内力在其传力长度方向随外荷载增加的轴力公式。此公式的运用可以得到各级荷载下沿传力长度方向不同位置的内力分配情况。通过极限平衡的方法得到了钢管混凝土推出临界传递长度值LsLcs r/ B`对构件传力长度及其限值进行了探讨性研究,建议取距上下柱端各750mm和2.5B两值中小者为传力长度限值。
提出了考虑临界锚固长度以及采用扎制变形型钢等其他一些粘结锚固设计建议。结合钢管混凝土粘结滑移性能分析,对构件抗剪连接件进行了探讨性设计,并给出了相应的计算公式,以此作为实际工程设计的参考。
运用ANSYS模拟分析方法对推出试验和两根轴压柱进行了研究,并与试验结果进行了对比验证,结果表明有限元计算结果和试验结果吻合较好。在分析研究粘结滑移基本性能基础上,建立了考虑粘结滑移的和不考虑粘结滑移的轴心受压方钢管混凝土的有限元模型,进行了计算及对比分析,探讨了粘结滑移结果以及不同加载方式对方钢管混凝土构件力学性能的影响。
Concrete-filled square steel tubes (CFSST) with preeminent advantage, have already become a kind of rapidly and widely developed structural forms and directions in the modern high-rise and the skyscraper. The bond strength and the bond-slip performance of the interface between the steel tube and the core concrete of the CFSST is always one of the insurmountable concerns among the construction engineers and managers. The mechanism of bond and basic bond-slip performances studied in this paper are based on the axial push-out test of CFSST and theory analysis.
This test has been done upon 14 CFSST specimens including 9 standard push-out test specimens,3 different connection push-out test ones and 2 different axial load transfer test ones. The tube longitudinal strains of the outer surface were tested at various load levels through the electronic strain gauges installed on the surface at close intervals along the length, from which the bond stress distributing rules were obtained. In all these 14 specimens, the updated Embedded Electronic Steel-Concrete Slip Transfers were respectively embedded on the outside of steel tube at certain intervals along the embedment length to measure the distributions of the interior slip. According to the experimental results, the load-slip curves ( curves) were completely analyzed, and the measured strains as well as measured interior slip at both the loading phase and unloading phase of all the 9 specimens were analyzed. The ultimate bond strength was calculated precisely based on unascertained mathematics theory and fully reflects the bond behavior in CFSST structures. In order to find out P ?S
the mechanism of bond-slip, the whole push-out experiment process had been fully observed. The first slip time, the development progress, and the final patterns were carefully observed and depicted, then the mechanism of bond-slip were analyzed.
According to the experimental results of the 9 push-out specimens, together with the mathematical analysis of the P ? Scurves, three characteristics of bond strength, i.e., first-slip bond strength, maximum bond strength and the remnant bond strength, were summed up. The relationships between 4 main factors and the three characteristics of bond strength were analyzed. Two set of bond strength calculation formulae considering several bond-anchoring factors were statistically regressed, the comparison and error analysis of the calculated results were conducted to evaluate the formulae accuracy, by which the calculation results were verified in good agreement with the experimental results. Moreover, theses two set of bond strength calculation formulae were adopted to calculate the bond strength of the former experimental specimens, and compared with the experimental results, from which the calculation formulae were corrected and revised.
According to the experimental P -S Scurves, the relations of the bond strength and load-end slip (τ-S relations) were studied and mathematically modeled. Based on the measured results of the tube strain, the longitudinal distributions of the bond stresses were consequently established according to the force balance equations. The longitudinal distributions of the interior slip along the embedment length were also obtained from the experimental results, which were measured by the Embedded Electronic Steel-Concrete Slip Transfer, and the characteristic slip values were established by statistically regression. According to the distributions of the bond stresses and the interior slip, a new type of bond-slip constitutive relation model including two longitudinal position functions, F ( x ) and G ( x),was established and expressed as formulaτ(x) =S{C_1 , ..., C_i ,... Cn,F(x),G(x)}, in which the longitudinal difference of the bond-slip constitutive relations along the embedment were fully considered.
Based on the limit equilibrium method, the ultimate bearing capacity was analyzed, and the simple and practical calculation formula has been proposed. Compared with the former test, theory value matches surveying value quite well. For
the CFSST, through analyzing and calculating the ultimate bearing capacity, the lateral pressure improves coefficient of core concrete was proposed to be 2.67 desirably.
With the analysis and summaries of the inner distribution, the rules of relative inner force and length were obtained. According to the regression analysis the formula of concrete axis force was supposed. With the application of the distribution formula, the internal force of steel and concrete was obtained separately along the transfer direction in different position. Based on the limit equilibrium method, the critical transfer length Lcs r of push-out member was analyzed with the relatively ones . According to the test result, the transfer length and its limit were carried out, and the limited transfer length was proposed which is the smaller one of 750mm and 2.5B order to spread shear force.
Considering the transfer length, some other bonding anchors suggestion such as the distortion section steel were put forward. Together with the analysis of the CFSST bond-slip performance, the design of shear section was discussed, and then the corresponding calculation formula was given for the reference of actual projects design.
The numerical simulation of the push-out test specimens and the axial load specimens were conducted by the ANSYS according to the bond-slip constitutive relations obtained, the simulation results well matched the experimental results. The two CFSST numerical simulation cases under axial load by ANSYS considering and no considering the bond-slip performance were both conducted and compared with the experimental results. The influence of the bond-slip and different types of loading conditions upon mechanical behaviors of CFSST under axial load is analyzed.
引文
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