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1.
Paul J. Flory 《Polymer International》1985,17(2):96-102
The earliest investigations on rubber elasticity, commencing in the 19th century, were necessarily limited to phenomenological interpretations. The realisation that polymers consist of very long molecular chains. commencing c. 1930, gave impetus to the molecular theory of rubber elasticity (1932-). according to which the high deformability of an elastomer, and the elastic force generated by deformation, stem from the configurations accessible to long molecular chains. Theories of rubber elasticity put forward from 1934-1946 relied on the assumption that the junctions of the rubber network undergo displacements that are affine in macroscopic strain. The theory of James and Guth (1947) dispensed with this premise, and demonstrated instead that the mean positions of the junctions of a ‘phantom’ network consisting of Gaussian chains devoid of material properties are affine in the strain. The vital significance of the distinction between the actual distribution of chain vectors in a network and their distribution if the junctions would be fixed at their mean positions went unnoticed for nearly 30 years. Experimental investigations, commencing with the incisive work of Gee in 1946. revealed large departures from the relationship of stress to strain predicted by the theories cited. This discrepancy prompted extensive studies, theoretical and experimental, during succeeding years. Inquiry into the fundamentals of polymer networks, formed for example by interlinking very long polymer molecules, exposed the need to take account of network imperfections, typically consisting of chains attached at only one end to a network junction. Various means were advocated to make corrections for these imperfections. The cycle rank ζ of the network has been shown (1976) to be the fundamental measure of its connectivity, regardless of the junction functionality and pattern of imperfections. Often overlooked is the copious interpenetration of the chains comprising typical elastomeric networks. Theories that attempt to represent such networks on a lattice are incompatible with this universal feature. Moreover, the dense interpenetration of chains may limit the ability of junctions in real networks to accommodate the fluctuations envisaged in the theory of phantom networks. It was suggested in 1975 that departures from the form predicted for the elastic equation of state are due to constraints on the fluctuations of junctions whose effect diminishes with deformation and with dilation. Formulation of a self-consistent theory based on this suggestion required recognition of the non-affine connection between the chain vector distribution function and the macroscopic strain in a real network, which may partake of characteristics of a phantom network in some degree. Implementation of the idea was achieved through postulation of domains of constraint affecting the equilibrium distribution of fluctuations of network junctions from their mean positions. This led in due course to a theory that accounts for the relationship of stress to strain virtually throughout the ranges of strain accessible to measurement. The theory establishes connections between structure and elastic properties. This is achieved with utmost frugality in arbitrary parameters. 相似文献
2.
A modified rainflow counting method 总被引:1,自引:0,他引:1
Nie Hong 《International Journal of Fatigue》1991,13(6):465-469
The rainflow counting method is commonly recognized to be a good cyclic counting method in fatigue life prediction and for testing engineering components and structures. However, it has some shortcomings, which are pointed out in this paper in connection with the analysis of the stress-strain response. A modified rainflow counting method is presented. Case studies show that all the cycles really existing in the stress-strain response that cannot be counted by the rainflow counting method can be counted by the modified rainflow counting method. So it can be said that the modified rainflow counting method is a more reasonable cycling counting method than the traditional rainflow counting method. 相似文献
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砼受压损伤力学本构模型的研究 总被引:15,自引:1,他引:14
本文利用MTS公司815.02型电液伺服试验系统对砼进行了等应变速率加载控制的应力一应变全曲线试验,应用不可逆热力学和内变量理论的成果建立了砼损伤力学模型,并用概率统计的观点分析了损伤的演化规律。由于考虑了不可逆变形的影响,本文所建本构模型与实验吻合较好。 相似文献
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再生混凝土单轴受压变形性能的试验研究 总被引:2,自引:0,他引:2
对再生混凝土与普通混凝土的单轴受压性能进行了对比试验研究,主要包括弹性模量、应力应变曲线上升段以及峰值应变.研究结果表明,再生混凝土的弹性模量比普通混凝土低,用普通混凝土弹性模量计算公式不再适用于再生混凝土,在对试验数据进行了回归分析的基础上,提出了再生混凝土弹性模量的计算公式.应力应变曲线的上升段与普通混凝土相似,都是用3次多项式拟合,其峰值应变比普通混凝土高. 相似文献
8.
UHPC的轴拉性能与裂缝宽度控制能力研究 总被引:6,自引:4,他引:2
为研究3种类型超高性能混凝土(ultra-high performance concrete,简称UHPC)的轴拉应力-应变曲线及其裂缝宽度控制能力,包括高应变强化UHPC、低应变强化UHPC和应变软化UHPC.采用轴拉试验方法测试狗骨头形试件,得到UHPC的轴拉应力-应变曲线和缝宽-应变曲线.试验结果表明:高应变强化UHPC和低应变强化UHPC的轴拉应力-应变曲线均包括弹性段、应变强化段和应变软化段,应变软化UHPC只有弹性段和应变软化段;UHPC应变强化段和应变软化段的转折点是裂缝缓慢扩展和迅速扩展的临界点;提高UHPC的极限拉伸应变,即延长其应变强化段,有助于提高其裂缝宽度控制能力;高应变强化UHPC拉伸应变在0.42%之前,其裂缝宽度均小于0.05 mm.对比C50混凝土(极限应变、极限强度分别为0.012%、2.3 MPa),高应变强化UHPC优异的裂缝宽度控制能力避免了结构设计中受正常使用状态裂缝宽度验算限制的影响,同时可在钢筋屈服前与其全程协同工作,这使得钢筋增强高应变强化UHPC在某些需要对裂缝宽度进行严格控制的结构类型中具有很高的应用价值. 相似文献
9.
在夏季高温气候沥青混凝土心墙连续多层施工时,为减少等待结合面温度降至规范要求上限值90℃的时间,通过室内试验模拟结合面温度提高后心墙连续两层铺筑的情况,分别研究了结合面温度在90℃、100℃、110℃情况下沥青混凝土的压实性和变形情况,并进行了现场试验论证。室内试验结果表明:心墙沥青混凝土结合面温度降至100℃时,上层沥青混凝土的孔隙率为2.88%,下层沥青混凝土的最大侧向应变值为2.78%;结合面温度为110℃时,上层沥青混凝土的孔隙率为3.85%,下层沥青混凝土的最大侧向应变值为4.00%。现场试验结果表明:结合面温度为100℃时的上层沥青混凝土孔隙率和渗透系数均满足规范要求。因此,沥青混凝土心墙连续多层碾压时,结合面温度提高至100℃的施工质量可以得到保证。 相似文献
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