华南风化花岗岩劈拉断裂行为的试验与细观模拟研究

为研究不同风化程度花岗岩在劈拉受载下的破损行为,该文对广东从化地区新鲜、微风化、中风化三种风化程度的花岗岩进行微观特征测量及巴西圆盘试验研究。分别基于考虑空间相关特征的随机模型和数字图像技术两种方法实现对岩样细观结构的表征,结合细观参数反演技术,建立反映岩石细观非均质组构特性的颗粒离散元模型,对花岗岩劈拉试验进行数值仿真试验研究。结果表明,随着风化级别的提高,花岗岩中粘结力较强的长石等矿物向粘土矿物转化,结晶强度降低,微孔隙等软弱结构增多,岩石宏观力学性能不断劣化,劈拉破坏由单一裂纹主导转为多条分叉状裂纹,岩样脆性也逐渐减弱。基于两种方法建立的细观随机力学模型仿真结果均表明岩样的劈拉强度随风化级别的提高逐渐降低,与试验结果变化趋势相符,分析得到不同风化花岗岩的劈拉破裂响应特征与试验结果一致,且从细观层面对花岗岩样受劈拉作用的渐进破裂响应提供了深入认识。     

层状板岩动力破坏特性数值试验研究

为研究层理面数和冲击载荷对层状板岩动力破坏特性影响,利用LS-DYNA有限元软件模拟了层状板岩试件在不同冲击速度下的SHPB实验,再现了SHPB实验过程中的加载波形和层状板岩试件的破坏过程,模拟结果与实验结果吻合度较好。研究结果表明:层状板岩试件的耗散能量随层理面数的增加而增加,双层、三层和四层板岩试件相比单层板岩试件耗散能量的增长分别为0.2%、0.4%和1.87%;试件破坏开始于端面周边,滞后于应力峰值,当冲击速度为6.5 m/s时,层状岩石试件以轴向劈裂破坏为主,冲击速度为12 m/s和20 m/s时试件的破坏模式为轴向劈裂破坏、径向剪破坏和端面拉压破坏的混合破坏。     

共面双裂隙类岩石材料抗拉强度试验研究

研究裂隙充填下岩石的力学特性对确保裂隙岩体的稳定性具有重要意义。该文首先配制了不同裂隙倾角下充填与非充填共面双裂隙巴西圆盘类岩石试样，然后在DNS 300岩石伺服机上进行巴西劈裂试验。基于试验结果，分析了裂隙倾角及裂隙充填与否对试样抗拉强度的影响，并结合其声发射特征和数字散斑系统对试样的裂纹扩展过程进行分析。结果表明:相比非充填试样，裂隙充填一定程度上增加了试样的完整性，使其抗拉强度有所增加；无论试样裂隙充填与否，其抗拉强度都受裂隙倾角的影响，随着裂隙倾角的增加，充填与非充填试样的抗拉强度逐渐呈现下降趋势；裂隙倾角在15°以内和为90°时，裂隙充填与否对试样的破裂模式基本没有影响；而裂隙倾角介于30°和75°之间时对其破裂模式影响较大，且随着裂隙倾角的增加，在形态上充填与非充填试样的破裂模式都由拉张裂纹向翼裂纹转变。     

定向凝固工艺参数对稀土钴永磁合金易磁化轴的影响

本文研究了 Sm-Ce-Co-Cu-Fe-Zr 六元系定向凝固试样的磁各向异性。定向凝固温度、抽拉速度对易磁化轴与晶体强制性生长方向夹角θ有显著影响,即当 G/R 减小且<(G/R)_(c1)时,夹角 θ 由0°突变为90°。有些合金是成分决定了 θ≠0°。     

水分与冻融环境下岩石动态拉伸试验及细观分析

利用直径为100 mm的分离式霍普金森压杆(SHPB)装置与电液伺服压力试验机,进行不同含水率及冻融环境下砂岩试件的动静态劈裂抗拉试验,而后对试件破坏断口进行电镜扫描观察(SEM),立足于细观尺度分析断口形貌特征,并对断口裂隙网络进行量化处理。试验结果表明:饱水、冻融循环处理均会削弱岩样的静动态拉伸强度,其中动态拉伸强度表现出显著的应变率增强效应;基于动态拉伸强度定义软化系数与抗冻系数,该软化系数随应变率的增长近似指数下降,而抗冻系数随应变率的增长近似指数上升;红砂岩破坏断口细观形貌特征主要有3类,分别对应不同的宏观力学性质。以裂隙网络的面积作为损伤变量,探究动态劈拉破坏中的水-应变率效应、冻融-应变率效应对岩石内部损伤扩展的影响,并基于此分析了不同状态下红砂岩的动态劈裂破坏机理,对寒区岩体工程的建设、后期维护具有一定指导意义。     

碳/环氧复合材料多向层间拉伸强度的研究

本文系统地研究了碳/环氧复合材料多向层间(0/θ)(θ=0°,15°,30°,45°,60°,75°,90°)拉伸强度,并利用S-570扫描电镜观察了其断口形貌,同时对纤维与基体界面处的应力进行了分析。结果表明:该复合材料层间拉伸强度较少受到铺层取向的影响,而由纤维与基体的界面结合强度所控制。     

混凝土拉伸损伤演变的细观力学研究

对二维平面应力问题,根据能量耗散等价假设,即当产生微裂纹所需能量等于形成损伤所需的能量时,细观损伤状态等价于宏观损伤状态,建立了单轴拉伸与双轴拉伸情况下混凝土宏观损伤变量与细观损伤参数(微裂纹密度)的关系。微裂纹扩展准则采用复合型准则。计算结果表明,混凝土双轴受拉发生破坏时的损伤值随横向拉应力的增大而增大。本文求得的有效弹性模量与细观力学的SCM结果吻合较好,与忽略相互作用的Taylor方法结果也基本吻合。     

考虑过渡区界面影响的混凝土宏观力学性质研究

混凝土材料的宏观力学特性及破坏机理由其细观组分来决定,界面过渡区是影响混凝土断裂破坏路径及宏观力学特性的重要因素。认为界面过渡区是区别于远处砂浆基质的一层含较高孔隙率的近场砂浆材料,采用“两步等效法”得到了混凝土细观单元的等效本构关系模型。最后基于细观单元等效化方法分析了在单轴拉伸、单轴压缩及弯拉载荷条件下混凝土试件的破坏过程及宏观力学性质,探讨了界面过渡区对混凝土力学特性的影响,并与随机骨料模型分析结果进行了对比。结果表明:界面相的存在对混凝土的弹性模量、强度及残余强度等力学性质有很大影响,在对混凝土宏观力学特性及细观断裂破坏过程进行研究时不可忽略其影响。     

稀土-过渡金属磁光介质膜的理论与特性

本文讨论了稀土-过渡金属(以下简写为 RE-TM)非晶合金膜用作磁光记录介质的理论和 TbFeCo 膜的特性。采用射频溅射技术制备出 TbFeCo 非晶垂直磁化膜。膜的垂直各向异性常数K_u 为2.94×10~(5J)/m~3,克尔旋转角θ_k 为0.24-0.29°。得到了θ_k 随过渡金属 Co 含量而变化的曲线。当 Co 在 TM 次网络中含量达50%时,θ_k 有最大值0.29°。在膜被复盖一层 SiO_2或 AlN 之后,θ_k 从0.29°提高到0.55°或1.48°。(TbFeCo+AlN)膜的θ_k 达到1.48°这样高的值,尚未见文献报导。这种膜可以直接用作磁光记录介质。     

基于两种破裂判据的裂隙岩体单轴压缩起裂分析

该文引入Rankine最大拉应力准则和Mohr-coulomb剪切破坏准则分别作为岩石基质的拉伸和压剪破裂判据,分析了单轴压缩下裂隙岩体的起裂机制。根据含单个椭圆裂隙的无限域岩体在单轴压缩下的应力理论解,编制了Matlab程序,计算分析了不同短轴与长轴比k和倾角α(加载轴与裂隙长轴间的夹角)下的岩石基质应力集中系数、两种不同起裂机制的破裂函数值、开裂位置和开裂临界荷载。对多裂隙岩体,采用ABAQUS有限元软件进行了应力计算和起裂机制分析。计算结果表明:1)与单裂隙岩体相比,多裂隙岩体的岩石基质应力集中系数略大、起裂临界荷载略小,但起裂位置相同;2)随着裂隙倾角α的增大,岩石基质的主拉应力集中区由裂隙端部附近很小的区域逐渐变为裂隙中部的大面积区域,而主压应力集中区则反之;3)存在临界裂隙倾角α0,其值在45°附近。当裂隙倾角0<α≤α0时,在裂隙端部同时有拉应力和压剪应力集中,拉破裂临界荷载小于压剪破裂临界荷载,但随着裂隙轴比的增大二者逐渐相等,表明岩体受拉破裂和压剪破裂共同影响越来越明显;当α0<α≤90°时,尽管拉破裂临界荷载大于压剪破裂临界荷载,但首先发生在裂隙端部的压剪破裂区范围很小,而随后将在裂隙中部或端部发生大量的拉伸破裂。上述分析结果与实验现象较为吻合。     

Specific features of the strength of carbon whiskers

The strength of filamentary crystals (whiskers) of graphitelike materials, which are characterized by a layered structure and significantly anisotropic mechanical behavior, is briefly analyzed. Model thin rods (with micro-or nanoscale dimensions) of such materials exhibit certain specific features in the statistical tensile strength behavior, which are related to competition between the normal separation and mutual sliding of the adjacent graphene layers.     

浮空器蒙皮膜复合材料单轴拉伸力学性能及弹性常数

对新型飞艇蒙皮材料在0°、15°、30°、45°、60°、75°、90°七个偏轴方向单轴拉伸循环试验结果进行了分析,给出了残余应变和弹性模量随循环次数的变化规律;得出了由单层板理论推导出的关于弹性模量的本构关系对各功能膜层压合成的平纹织物膜复合材料适用性较差。使用VIC-2D数字散斑测量系统测出膜材在拉伸过程中的位移场和应变场,通过位移场求膜材的泊松比和通过应变场验证分析膜材拉伸破坏机制,并可以预测断口形态和位置。采用两种不同规格的试样测试膜材的单轴拉伸强度,通过对比发现采用试样3更能反应材料Uretek5876实际强度。本文工作对该材料应用于飞艇结构设计和分析具有参考价值。     

考虑纤维缠绕形态的复合材料结构拉伸承载行为

纤维缠绕复合材料的纤维束具有交叉起伏形态特征,该形态对复合材料结构的力学行为有显著的影响。本文采用数值仿真和实验手段研究了纤维缠绕复合材料平板结构的拉伸力学行为。实验方面,开展纤维缠绕复合材料平板的准静态拉伸实验,通过数字图像相关技术(DIC)监测其表面应变场的演化过程,研究交叉起伏特征对载荷-位移曲线和应变分布特征的影响;数值分析方面,构建包含纤维缠绕形态的介观有限元模型,基于3D Hashin失效准则开展渐进损伤过程模拟,并引入了复合材料的剪切非线性行为。选取层合板结构为参照组,同时开展实验和数值分析。实验结果表明:对于层合结构,缠绕结构的整体刚度更低,失效位移更大,失效载荷基本相同,且缠绕结构菱形特征单元中部纤维交叉起伏区域存在明显的应变集中现象。所构建的有限元模型和实验结果吻合较好,呈现出纤维起伏区域的应变集中、失效起始和扩展行为。      

Meso-Scale Progressive Damage Behavior Characterization of Triaxial Braided Composites under Quasi-Static Tensile Load

Based on continuum damage mechanics (CDM), a sophisticated 3D meso-scale finite element (FE) model is proposed to characterize the progressive damage behavior of 2D Triaxial Braided Composites (2DTBC) with 60° braiding angle under quasi-static tensile load. The modified Von Mises strength criterion and 3D Hashin failure criterion are used to predict the damage initiation of the pure matrix and fiber tows. A combining interface damage and friction constitutive model is applied to predict the interface damage behavior. Murakami-Ohno stiffness degradation scheme is employed to predict the damage evolution process of each constituent. Coupling with the ordinary and translational symmetry boundary conditions, the tensile elastic response including tensile strength and failure strain of 2DTBC are in good agreement with the available experiment data. The numerical results show that the main failure modes of the composites under axial tensile load are pure matrix cracking, fiber and matrix tension failure in bias fiber tows, matrix tension failure in axial fiber tows and interface debonding; the main failure modes of the composites subjected to transverse tensile load are free-edge effect, matrix tension failure in bias fiber tows and interface debonding.     

A modified Burzynski criterion for anisotropic pressure-dependent materials

In this paper the Burzynski criterion, which was introduced for isotropic pressure-dependent materials, is modified for anisotropic pressure-dependent materials in plane-stress condition. The modified criterion can be calibrated with 10 experimental data points such as tensile stress at 0°, 45° and 90°, compressive stress at 0° and 90° and R-values in tensile stress at 0°, 45° and 90° from rolling direction and also biaxial tensile stress and tensile R-value. To identify the anisotropic parameters an error function is set up through comparison of the predicted yield stresses and R-values with those from experiments. Then the Downhill simplex method is applied to solve 10 high-nonlinearity equations. Finally, considering Al 2008-T4 (BCC), Al 2090-T3 (FCC), AZ31 (HCP) and also Mg–0.5% Th alloy, Mg–4% Li alloy, pure textured magnesium, textured magnesium and Ti–4Al–1/4O ₂, which are HCP materials with \( \bar{\varepsilon }^{p} = 1\% ,5\% ,10\% \) as case studies and comparing the results for the modified Burzynski criterion with experiments, it is shown that the Burzynski criterion is appropriate for pressure-dependent anisotropic materials with proper accuracy.     

Lattice Discrete Particle Model (LDPM) for failure behavior of concrete. I: Theory

This paper deals with the formulation, calibration, and validation of the Lattice Discrete Particle Model (LDPM) suitable for the simulation of the failure behavior of concrete. LDPM simulates concrete at the meso-scale considered to be the length scale of coarse aggregate pieces. LDPM is formulated in the framework of discrete models for which the unknown displacement field is not continuous but only defined at a finite number of points representing the center of aggregate particles. Size and distribution of the particles are obtained according to the actual aggregate size distribution of concrete. Discrete compatibility and equilibrium equations are used to formulate the governing equations of the LDPM computational framework. Particle contact behavior represents the mechanical interaction among adjacent aggregate particles through the embedding mortar. Such interaction is governed by meso-scale constitutive equations simulating meso-scale tensile fracturing with strain-softening, cohesive and frictional shearing, and nonlinear compressive behavior with strain-hardening. The present, Part I, of this two-part study deals with model formulation leaving model calibration and validation to the subsequent Part II.     

Meso-scale strain localization and failure response of an orthotropic woven glass–fiber reinforced composite

The present work focuses on studying the multi-scale deformation and failure mechanisms of an orthogonally woven glass fiber reinforced composite as a function of fiber orientation angle using digital image correlation. The full-field displacement and strain localization are effectively captured at meso-scale. At continuum scale, a remarkable change in mechanical response is observed when the loading axis diverges from principal axes. The variation in the global mechanical response is observed to be most prominent in the change of stiffness and strain at failure. At meso scale, a high degree of local deformation heterogeneity is observed and the level of inhomogeneity is found to be more prominent in case of the 45° off-axis specimens. While fiber-pull out is the major failure mode in the case of specimen loaded parallel to 0° and 90° fiber orientation, the localized shear strain developed in polymer-rich regions is the driving failure cause in the case of 45° off-axis specimen.     

Numerical study of dynamic behavior of concrete by meso-scale particle element modeling

Based on the Particle Element Method, a meso-scale dynamic model is developed for numerical study of the dynamic failure behavior of three-phase concrete i.e., aggregate, mortar, and interface, under different strain rates. First, a pre-processing approach based on the background grid search method proposed in our previous work is applied to generate the three-phase concrete specimen in meso-scale; second, the meso-mechanical parameters of three phases of concrete are determined by inverse method; and third, using the meso-scale dynamic model, the complete force-deformation relationship and the corresponding dynamic increase factors (DIF) at different strain rates are obtained for dynamic splitting tensile and uniaxial compression tests of concrete. The results match satisfactorily with the preceding experiments in related literatures. Different fracture patterns, consumed energy curves and force chain distributions are discussed under different strain rates, explaining the mechanism of strain rate effects in concrete. The numerical simulations show that the higher the strain rates, the more reticular meso-cracks occur, the kinetic and frictional energies become more important, and the force chains in the specimen exhibit more bifurcation, implying that the fracture process at high strain rates requires more energy demand to reach failure.