ECC单轴受拉损伤本构模型研究EI北大核心CSCD

通过单轴拉伸试验,讨论了PVA纤维体积掺入量和水胶比对工程用水泥基复合材料(ECC)受拉力学性能参数(开裂应变、开裂应力、峰值应变、峰值应力、极限应变以及应力-应变关系曲线)的影响规律。基于此,从损伤力学的角度讨论了ECC在单轴受拉过程的开裂前阶段、应变硬化阶段以及应变软化阶段的损伤演化机制。进而,基于ECC受拉损伤演化机制提出ECC受拉损伤本构模型,并给出模型相关参数的计算方法,分析表明:该文提出损伤模型得到的ECC受拉损伤演化曲线能更为合理的描述ECC的损伤演化全过程。最后,该文损伤模型计算的ECC受拉应力-应变关系曲线和试验曲线对比结果表明,所提出的模型能够合理的描述ECC受拉非线性应力-应变关系特征,且具有良好的精度。     

高强不锈钢绞线网增强工程水泥基复合材料受拉应力-应变关系

为了研究高强不锈钢绞线网增强工程水泥基复合材料(Engineered cementitious composites,EEC)的受拉性能,考虑高强不锈钢绞线配筋率、ECC抗拉强度、高强不锈钢绞线网增强ECC试件宽度3个影响因素,对设计的27个高强不锈钢绞线网增强ECC试件进行了单轴拉伸试验。试验结果表明,高强不锈钢绞线网增强ECC受拉试件的开裂应力和极限应力随着钢绞线配筋率、ECC抗拉强度的增大而增大;增大试件宽度对试件的开裂应力和极限应力几乎无影响。基于试验结果,提出并建立了高强不锈钢绞线网增强ECC受拉本构模型,推导了开裂应力和极限应力计算公式。经验证,计算结果与试验结果吻合良好,说明所建立的受拉本构模型可准确描述高强不锈钢绞线网增强ECC的受拉应力-应变关系。      

玄武岩格栅增强水泥基复合材料单轴拉伸力学性能试验及本构关系模型

考虑玄武岩纤维增强树脂合物基复合材料(BFRP)格栅层数和水泥基复合材料(ECC)配比等因素,对BFRP增强大掺量粉煤灰/矿粉ECC棒骨试件进行了静力单轴拉伸试验,研究掺加增强粉煤灰/矿粉ECC的抗拉力学性能。结合试验数据,基于Richard和Abbot的弹塑性应力-应变公式提出掺加增强ECC的应力-应变本构关系模型。试验结果表明:随着掺加层数的增加,格栅增强ECC的极限抗拉强度显著增大。同配合比掺矿粉制成的ECC抗压强度、开裂应变及应力高于掺粉煤灰制成的ECC。掺加增强掺矿粉ECC试件相对掺粉煤灰ECC试件具有较好的抗拉力学性能。计算结果表明,建立的单轴受拉本构关系模型可以有效地预测掺加增强ECC的应力-应变关系和极限抗拉强度。     

高韧性混凝土拉伸荷载下的裂缝控制能力研究

通过分析纤维在水泥基体中的界面连接应力,建立了高韧性混凝土的多缝开裂模型。基于开裂模型分析了摩擦粘结强度、化学粘结强度、基体开裂强度和纤维弹性模量单独变化时对高韧性混凝土多缝开裂区结束时的应变和裂缝宽度的影响。分析结果表明:随着摩擦粘结强度的增加,多缝开裂区结束时的应变和裂缝宽度减小;随着化学粘结强度的增加,多缝开裂区结束时的应变增加而裂缝宽度减小;随着基体开裂强度的增加,多缝开裂区结束时的应变和裂缝宽度均增大;随着纤维弹性模量的增加,多缝开裂区结束时的应变和裂缝宽度减小。通过对带切口试件的直接拉伸试验,研究了高韧性混凝土在存在初始缺陷情况下的裂缝控制能力。试验结果表明,初始缝高比为0.2时,试件切口处的极限应力为5.3 MPa,非切口处的极限应力为4.3 MPa,整个试件范围内出现了多缝开裂,且裂缝宽度控制在0.1 mm以内。初始缝高比为0.4时,试件切口处的极限应力为5.8 MPa,非切口处的极限应力为3.5 MPa,裂缝面上的纤维未能有效控制裂缝的发展,试件仅在切口附近出现了多条围绕切口的弧形裂缝。     

UHPC三轴受压力学性能研究

为了研究三轴受压下UHPC的受力性能,以围压大小和钢纤维掺量为试验参数,进行20组UHPC试件常规三轴试验,分析UHPC的破坏形态、应力-应变曲线、峰值应力和应变等力学性能。结果表明：围压和钢纤维掺量均为零的试件破坏时呈劈裂破坏,其他试件则呈剪切破坏;围压和钢纤维掺量对应力-应变曲线弹性模量和弹性段曲线形状影响较小;随着围压增大,峰值应力和应变呈不断增大趋势;随着钢纤维掺量增大,峰值应力和轴向峰值应变呈先增大后不变和先增大后减小趋势,环向峰值应变则呈增大趋势。通过对UHPC八面体正应力-体积应变和剪应力-剪应变关系进行分析,基于Drucker-Prager二参数准则,建立了UHPC八面体破坏准则计算方法。     

基于分段步进式弹塑性格构模型的混凝土破坏过程细观模拟

经典格构模型理论假设单元服从完全脆性的线弹性本构关系,忽略了砂浆基体的延性,导致预测的混凝土荷载-位移曲线延性不足。针对该问题,基于分段步进式方法描述砂浆单元弹塑性本构关系,通过序列线性理论模拟试件受荷损伤破坏过程及力学响应。基于混凝土单轴拉伸和压缩试验对模型进行了校验,发现该模拟方法可以精确模拟混凝土的开裂及荷载-位移曲线。同时,该模型可用于模拟混凝土受拉开裂的尺寸效应问题,以及受压破坏时受力端横向约束程度和试件长细比对开裂行为的影响,为研究混凝土的断裂行为提供了新的理论方法和途径。     

高强高性能混凝土三轴拉压压力学性能试验研究

采用大型动静真三轴伺服液压试验系统,对单轴压强度为90.6 MPa的高强高性能混凝土进行三轴拉压压等比例试验研究,获得了各应力比下试件的破坏模式、多轴强度及应力-应变曲线。试验结果表明:高强高性能混凝土三轴拉压压应力状态下的破坏为典型的受拉破坏;最大主应力方向的极限强度远低于其单轴压强度,中间主应力效应不明显;拉应力的存在对最大主应力方向应力-应变曲线影响十分明显,呈现出明显的线性特征。基于试验结果提出了适用于高强高性能混凝土的强度准则,为高强高性能混凝土本构关系的建立提供了试验和理论依据。     

钢-混凝土组合简支梁滞回性能非线性有限元分析

为实现钢-混凝土组合简支梁滞回性能三维非线性有限元分析,该文提出混凝土在单轴拉、压应力下的损伤变量计算方法,给定了混凝土的卸载规则,完善并提出混凝土应力-应变滞回本构关系和钢材循环本构关系,应用ABAQUS有限元软件建立混凝土棱柱体试件、钢材试件和钢-混凝土组合简支梁有限元三维非线性有限元模型,对混凝土棱柱体试件在单轴受压和受拉反复荷载下的试验结果进行分析,对钢材试件在单轴拉压循环荷载下的试验结果进行分析,对钢-混凝土组合简支梁在循环荷载下的荷载-挠度滞回关系、梁端荷载-滑移滞回关系以及栓钉的荷载-侧向变形滞回关系曲线等试验结果进行分析,计算结果与试验结果符合较好。     

2.5D C/SiC复合材料连续损伤本构模型

基于连续损伤力学建立了一种包含拉伸与剪切损伤变量的2.5D C/SiC复合材料连续损伤本构模型。分别开展了拉伸和剪切试验,获得应力-应变曲线,并通过拟合试验曲线获得各损伤变量的演化参数。采用子程序技术将本构模型嵌入商用有限元软件ANSYS,应用有限元法计算了材料的应力-应变曲线。考虑了拉剪损伤耦合效应,计算了偏轴拉伸情况下的应力-应变曲线。结果表明:沿经纱拉伸、沿纬纱拉伸以及面内剪切的应力-应变曲线与试验结果吻合,最大偏差依次为4.30%、3.09%及3.73%;偏轴拉伸计算与试验应力-应变曲线也吻合较好。      

双相型不锈钢S22053循环本构关系研究

为研究国产双相型不锈钢S22053在循环荷载下材料的力学性能和本构关系,该文采用S22053热轧钢板加工成母材试件,进行单调和循环加载试验,得到14种加载制度下的应力-应变曲线。基于单调加载试验曲线,分析了单调荷载下的材料性能;利用等应变幅加载试验曲线拟合了Chaboche混合强化参数,并用有限元软件ABAQUS对试验进行模拟计算,对比、验证了拟合效果。结果表明:双相型不锈钢S22053延性较好,没有明显的屈服平台和屈服点,比例极限较低;循环骨架曲线可以采用Ramberg-Osgood模型进行拟合;采用不同分量模型标定的3组混合强化参数均能较好的模拟材料的循环受力特征,其中三背应力分量模型(N2L1)拟合效果最好。研究结果可用于分析计算双相型不锈钢结构在地震作用下的受力性能。     

Damage investigation of ultra high performance concrete under direct tensile test using acoustic emission techniques

In this study, acoustic emission (AE) analysis method was applied to monitor the damage evolution process of ultra high performance concrete (UHPC) under direct tensile test. Three types of UHPCs, including high strain-hardening UHPC, low strain-hardening UHPC and strain-softening UHPC were investigated. Meanwhile, the crack width developments of UHPCs during the tensile test were measured. Test results show that high strain-hardening UHPC exhibited high ductility by forming multiple microcracks invisible to naked eyes (typically below 0.05 mm) in the strain-hardening stage. The crack width-strain curves indicate that increasing the ultimate tensile strain of UHPC can improve its crack width control ability effectively. The AE analysis method could effectively detect the internal damages of the high strain-hardening UHPC at a strain of 600με. At that time, the crack width was smaller than 0.01 mm that could not be detected by crack width measuring instrument in this study. For three types of UHPCs, damages were generated around the localized crack during the strain-softening stage. In a word, the AE analysis method provides strong evidence to the multiple cracking behavior of UHPC during the strain-hardening stage, and provides a clear explanation to the identical damage evolution mechanism for three types of UHPCs during the strain-softening stage.     

Quantitative characterization of accelerated aging in cement composites using flexural inverse analysis

A constitutive model consisting of a tri-linear tensile stress-strain with residual strength was applied in characterization and prediction of long term flexural behavior of several cement-based composite materials. Flexural test results were back-calculated to obtain material parameters and establish their relationship with aging. The material behavior is described by tensile stress-strain parameters consisting of elastic modulus, first cracking strain, post cracking stiffness, ultimate strain, and a residual strength parameter. The relationships between the material parameters and age were established by studying the time dependent flexural performance of various composites with glass and natural fibers as reported by Litherland et al. (1981), Marikunte et al. (1997), Bartos et al. (1996), and natural fibers reported by Toledo-Filho et al. (2000). An analytical model for prediction of rate and extent of damage as a function of time and temperature is proposed for degradation of flexural behavior of strain softening and hardening fiber reinforced concrete subjected to aging. This model is applicable to long-term durability of different classes of materials subject to accelerated aging under different environmental conditions.     

基于截面应力法的钢-UHPC组合板初裂荷载计算方法研究

负弯矩作用下钢-超高性能混凝土(ultra-high-performance concrete,UHPC)组合板结构层的局部受拉开裂问题,是该类新型组合桥面板结构体系应用和发展的基础性研究课题。基于平截面假定和双折线UHPC拉伸本构模型,提出了能够描述UHPC结构层实际应力分布的截面应力法,用于计算这种新型结构在纯弯曲作用下的开裂荷载。通过2组4个模型试验并结合相关文献试验结果对所提出的计算方法进行了验证,研究结果表明:利用截面应力法能够较为准确的描述钢-UHPC组合板在纯弯曲作用下的开裂行为,计算给出的开裂荷载与实测值比值平均为0.95;UHPC的开裂强度仅取决于其自身材料特性,钢-UHPC组合板开裂荷载的提高不会影响UHPC层的开裂强度;UHPC层在可视裂缝出现时的应变硬化高度是组合效应及配筋对其约束的直观体现;减小纵筋保护层厚度或提高配筋率能够提高UHPC应变硬化区域高度,提高钢-UHPC组合板抗弯性能。     

常温养护型超高性能混凝土的圆环约束收缩性能

研究了HCSA膨胀剂3种掺量(0%、3%、6%)下常温养护型超高性能混凝土(Ultra high performance concrete,UHPC)的圆环约束收缩性能,包括:(1)UHPC轴拉应力应变曲线测试;(2)根据GB/T50082的UHPC自由收缩实验;(3)根据ASTM C1581的UHPC圆环约束实验。结果表明,3种UHPC的极限拉伸应变均高于3 000με,28d总收缩值分别为1 005.6με、600.0με、462.2με,并且在圆环约束作用下转化为残余应变、弹性拉应变和塑性拉应变,其中塑性拉应变分别为700.4με、437.9με、389.9με。3种UHPC在拉伸应变达到1 000με时及圆环约束实验中均未发现0.01mm以上的可检测裂缝。基于拉伸实验和声发射损伤分析方法对UHPC进行应变分析,可知具有应变强化段的3种UHPC在圆环约束实验中的塑性变形以小于0.01mm的多点分布微裂纹形式存在。通过添加HCSA膨胀剂对常温养护型UHPC进行收缩补偿,可有效地降低UHPC自身的拉应力以及对原有结构的影响。     

Effects of coarser fine aggregate on tensile properties of ultra high performance concrete

This experimental research investigates the mechanical properties and shrinkage of ultra high performance concrete (UHPC) incorporating coarser fine aggregates with maximum particle size of 5 mm. To adequately design UHPC mixtures using various sizes of solid constituents, particle packing theory was adopted. UHPC mixtures containing either dolomite or basalt, and four fiber volume fractions up to two volume percent were investigated. Uniaxial tension test was performed to evaluate the first cracking tensile strength, ultimate tensile strength, tensile strain capacity and cracking pattern. The UHPC mixtures with dolomite and steel fibers with more than one volume percent achieved more than 150 MPa of compressive strength at the age of 56 days, and showed strain hardening behavior and limited decrease in tensile strength compared to typical UHPC without coarser fine aggregates. The experimental results highlight the potential of dolomite used as coarser fine aggregate in UHPC.     

Numerical study on patterning of shear bands in a Cosserat continuum

Summary Numerical simulation of patterns of shear bands in biaxial compression tests using an elasto-plastic Cosserat constitutive equation is presented. Random distribution of the material properties acts as a trigger for the localized deformation. Two types of stress-strain curves, namely strain softening and strain softening followed by strain hardening, are investigated. It is shown that the characteristic of the stress-strain curve is crucial for the patterning of shear bands. While calculations with the stress-strain curve with solely softening yield only one single shear band, a flock of shear bands can be obtained with the stress-strain curve with softening followed by hardening. Benefited from the characteristic length provided by the Cosserat elasto-plastic constitutive equation, the dependence of the calculation on the mesh-size is avoided.     

循环荷载下奥氏体型和双相型不锈钢材料本构关系研究

为研究循环荷载下不锈钢材料的本构关系,对奥氏体型S30408不锈钢和双相型S220503不锈钢材料进行了单调拉伸和大应变超低周循环加载试验。采用三种常用的单调拉伸本构模型对所得应力-应变曲线进行拟合,得到相应单调荷载下材料本构参数;采用Ramberg-Osgood本构模型对循环骨架曲线进行拟合,得到材料循环强化参数;利用Chaboche塑性本构模型,标定了两种材料的循环本构参数。结果表明:在单调拉伸荷载下,G-R-O本构模型更适用于拟合不锈钢材料的单调拉伸本构;在循环荷载下,不锈钢材料滞回曲线饱满,且随着应变增大,两种材料在加载后期均表现出了明显的循环强化现象;Ramberg-Osgood本构模型对骨架曲线拟合较好,有限元计算结果和试验滞回曲线吻合度高;表明该文标定出的强化参数、循环本构参数可用于结构体系地震响应分析之中,为准确分析不锈钢结构在地震作用下的受力性能提供参考。     

2024-T42铝合金低中应变率力学性能及本构关系

为研究2024-T42铝合金的低中应变率力学性能和本构关系,采用电子万能实验机和高速液压伺服材料实验机,进行常温下2024-T42铝合金准静态、低中应变率拉伸实验,得到材料在不同应变率下的应力-应变曲线。考虑颈缩对真实应力-真实应变的影响,采用仿真反演方法对颈缩后的真实应力-真实应变曲线进行修正,并基于Johnson-Cook本构模型进行拟合。结果表明:2024-T42铝合金在低中应变率范围的率敏感性较弱;但具有较强的应变硬化效应;基于仿真分析的反演修正方法能较好重构材料颈缩点后的真实应力-真实应变曲线;并通过铝管压溃实验和仿真分析,验证了反演修正方法的合理性和所获本构模型参数的准确性。