Behaviour of ±45° glass/epoxy filament wound composite tubes under quasi-static equal biaxial tension–compression loading: experimental results

The primary aim of this paper is to present results describing in detail the behaviour of ±45° E-glass/MY750 (GRP) tubes, of various wall thicknesses, subjected to equal biaxial tension–compression loading, generated under combined internal pressure and axial compression. The role played by the non-linear lamina shear has also been assessed by comparing various shear stress–strain curves for embedded laminae (extracted from tests on ±45° tubes subjected to circumferential: axial stress ratios SR=1:0, 1:−1 and 2.3:−1) with that of an ‘isolated’ lamina (measured from torsion of 90° tubes). Extracted shear failure strains, for embedded laminae, were more than four fold larger than those measured at ultimate failure for an ‘isolated’ lamina. Soft characteristics were observed in the embedded lamina and these were believed to be due to interaction between early matrix damage initiation (and propagation) and shear. Factors affecting the behaviour of the tubes, such as bulging, scissoring, thermal stresses and stress variation through the thickness are discussed.     

The single-filament-composite test: a new statistical theory for estimating the interfacial shear strength and Weibull parameters for fiber strength

For over two decades the single-filament-composite (SFC) test has been an important tool in the study of the failure of fibrous composites. The SFC test itself involves a single brittle fiber embedded along the center-line of a matrix specimen of both large cross-sectional area and strain to failure. With increasing strain, the fiber fractures progressively, breaking into an increasing number of shorter and shorter fragments. Surrounding each break a shielded or exclusion zone develops within which no further breaks typically occur. At some strain level ‘saturation’ occurs abruptly as the shielded zones finally occupy the whole fiber, thus leaving a final distribution of fiber fragments end-to-end. Two uses for the SFC test have emerged: one has been to estimate the interfacial shear stress, τ, in the exclusion zone, sometimes called the interfacial shear strength and usually idealized as a constant over this zone. The other has been to estimate the fiber strength distribution and in particular the Weibull shape and scale parameters, ρ and σ_l, for fiber strength appropriate to some characteristic ‘gage’ length, l, such as the mean fragmentation length. In the past, theoretical bases for these estimates have handled the statistics of shielding in ways that have led to quite large biases. The purpose of the present paper is to use some recent theoretical advances to develop more sophisticated estimation procedures for τ and the Weibull fiber strength parameters ‘ in situ’, and thus to eliminate various errors in previous methods. Straightforward computer programs (written in release 3 of Maple), which calculate the various quantities in the paper, will be provided by the first or second author on request.     

吊顶主次龙骨节点受剪和受弯性能试验研究

近年发生的地震中吊顶的震害显著,主次龙骨节点失效是吊顶破坏的主要原因之一。为评估吊顶主次龙骨节点的受剪和受弯性能,对其开展单调加载和低周往复加载试验,考察了节点的破坏模式、承载力、变形能力、滞回性能和耗能能力,建立了节点的易损性曲线。研究结果表明：主次龙骨节点主轴受剪和次轴受剪的破坏模式分别为节点剪切破坏和节点面外弯曲并脱出,主次龙骨节点受弯的破坏模式是节点脆性脱出破坏。对比节点主轴受剪,节点次轴受剪时强度更低,但节点变形能力更强。对比节点主轴受弯,节点次轴受弯时强度更高,但节点转动能力稍低。主次龙骨节点受剪和受弯时的荷载-位移滞回曲线捏拢效应显著,耗能能力不强。易损性分析表明,主次龙骨节点次轴受剪和主轴受弯时更容易破坏。     

Failure probabilities of reinforced concrete column footings

Abstract

The failure probabilities of reinforced concrete column footings are investigated by using the Monte Carlo method. The theoretical models for the bearing capacity of soil, the beam shear strength and the punching shear strength are based on Terzaghi (1943), Tureyen and Frosch (2003) and Lin et al. (1996), respectively. The random variables included in this study are model errors related to the theoretical strengths of footings, the compressive strengths of concrete, the strengths of reinforcing steels, the dimensions of cross‐sections and applied loads. The bearing failure probabilities are higher than 0.00135. In design practice, a factor of safety of 4, rather than the currently adopted factor of 3, is recommended for the bearing capacity of soil. With the proposed factor of safety, failure probabilities of the column footings are lower than 0.00135.     

Effects of spatially variable weathered rock properties on tunnel behavior

Design parameters commonly used in numerical modeling for tunnel stability analyses tend to be representative (or average) values of global-scale properties. However, the spatial variability of design parameters, such as geotechnical and geological properties, greatly affects the behavior of tunnels during and after construction as well as their long-term responses. Thus, this study presents a simple but robust procedure for stochastic numerical analyses using the finite difference method (FDM) and explores the effects of spatially variable weathered rock properties on various tunnel behaviors, such as deformation, elastic-plastic interface, ground reaction curve, and failure mechanism. It was found that the inherent spatial variability of stiffness and strength parameters affects the deformation behavior of tunnels and even changes its failure mechanism: Elastic modulus for the Mohr-Coulomb model and geological strength index (GSI) for the Hoek-Brown model play a key role in deformation characteristics. Considering the wide range of spatial variability in in-situ deposits, the accurate estimation of elastic modulus and GSI is very important. The spatial variability of the ground can affect the ground reaction behavior and can bring on an unfavorable ground reaction curve (GRC). It can cause an increase in the tunnel support pressure, and can induce a larger displacement than the homogeneous case. The shear failure mechanism of the tunnel can be significantly affected by a large relative correlation length. It is suggested that we should estimate and consider the variability of rock properties accurately as part of a routine tunnel design framework.     

First passage probability of elasto-plastic systems by importance sampling with adapted process

A new importance sampling method is presented for computing the first passage probability of elasto-plastic systems under white noise excitations. The importance sampling distribution corresponds to shifting the mean of the excitation to an ‘adapted’ (‘predictable’) stochastic process whose future is determined based on information only up to the present. Choosing the adapted process involves designing an adaptive control force algorithm in a stochastic environment that targets to drive the response to first passage failure based on information up to the present. Algorithms for single-degree-of-freedom linear and elasto-plastic systems are proposed and their resulting computational efficiency investigated. Numerical results show that the use of adapted process is particularly useful for nonlinear hysteretic systems where hysteretic effects undermine the effectiveness of conventional importance sampling method based on fixed design points.     

About the use of rank transformation in sensitivity analysis of model output

Rank transformations are frequently employed in numerical experiments involving a computational model, especially in the context of sensitivity and uncertainty analyses. Response surface replacement and parameter screening are tasks which may benefit from a rank transformation. Ranks can cope with nonlinear (albeit monotonic) input-output distributions, allowing the use of linear regression techniques. Rank transformed statistics are more robust, and provide a useful solution in the presence of long tailed input and output distributions.

As is known to practitioners, care must be employed when interpreting the results of such analyses, as any conclusion drawn using ranks does not translate easily to the original model. In the present note an heuristic approach is taken, to explore, by way of practical examples, the effect of a rank transformation on the outcome of a sensitivity analysis. An attempt is made to identify trends, and to correlate these effects to a model taxonomy.

Employing sensitivity indices, whereby the total variance of the model output is decomposed into a sum of terms of increasing dimensionality, we show that the main effect of the rank transformation is to increase the relative weight of the first order terms (the ‘main effects’), at the expense of the ‘interactions’ and ‘higher order interactions’.

As a result the influence of those parameters which influence the output mostly by way of interactions may be overlooked in an analysis based on the ranks. This difficulty increases with the dimensionality of the problem, and may lead to the failure of a rank based sensitivity analysis.

We suggest that the models can be ranked, with respect to the complexity of their input-output relationship, by mean of an ‘Association’ index I_y. I_y may complement the usual model coefficient of determination R_y² as a measure of model complexity for the purpose of uncertainty and sensitivity analysis.     

T形配钢型钢混凝土构件正截面承载力计算方法

基于塑性理论下限定理提出了T形配钢型钢混凝土构件在压、弯复合受力状态下的正截面承载力计算方法。将正截面承载力分为混凝土部分、钢筋部分和型钢部分,分析得出各部分的承载力方程,采用叠加强度法建立了T型配钢型钢混凝土构件的N-M相关曲线,并给出了相应计算公式。进行了5个1/2比例T形配钢型钢混凝土柱的低周反复加载试验,对是否配置拉结筋、不同配箍率和不同轴压力下的受力特点、破坏形态、承载能力进行了研究,其中4个试件发生了正截面受弯破坏,部分计算结果与试验数据符合较好。结果表明,所提出的计算方法简单易行,可供实际工程设计参考。     

On the effect of sampling volume on the microscopic cleavage fracture stress

Reported observations of an experimental variation in the microscopic fracture stress for transgranular cleavage (σ^*_f) with specimen geometry and size are quantitatively examined in terms of a weakest-link statistical model for brittle fracture, wherein failure coincides with the critical propagation of a particle microcrack into the matrix. By analysing the onset of fracture in the ‘sharp-crack’ (K_Ic) specimen, the ‘rounded-notch’ (Charpy) specimen, and the uniaxial tensile specimen, it is shown that values of σ^*_f are reduced progressively in the ‘sharp-crack’, notched and unnotched geometries and with increasing specimen size, consistent with an increase in statistical sampling volume. Quantitative predictions for the magnitude of this variation are given for a low strength steel.     

Elasticity, shell theory and finite element results for the buckling of long sandwich cylindrical shells under external pressure

The buckling of a sandwich cylindrical shell under uniform external hydrostatic pressure is studied in three ways. The simplifying assumption of a long shell is made (or, equivalently, ‘ring’ assumption), in which the buckling modes are assumed to be two-dimensional, i.e. no axial component of the displacement field, and no axial dependence of the radial and hoop displacement components. All constituent phases of the sandwich structure, i.e. the facings and the core, are assumed to be orthotropic. First, the structure is considered a three-dimensional (3D) elastic body, the corresponding problem is formulated and the solution is derived by solving a set of two linear homogeneous ordinary differential equations of the second-order in r (the radial coordinate), i.e. an eigenvalue problem for differential equations, with the external pressure, p the parameter/eigenvalue. A complication in the sandwich construction is due to the fact that the displacement field is continuous but has a slope discontinuity at the face-sheet/core interfaces, which necessitates imposing ‘internal’ boundary conditions at the face-sheet/core interfaces, as opposed to the traditional two-end-point boundary value problems. Second, the structure is considered a shell and shell theory results are generated with and without accounting for the transverse shear effect. Two transverse shear correction approaches are employed, one based only on the core, and the other based on an effective shear modulus that includes the face-sheets. Third, finite element results are generated by use of the ABAQUS finite element code. In this part, two types of elements are used: a shear deformable shell element and a solid 3D (brick) element. The results from all these three different approaches are compared.     

轴压比对RC剪力墙剪切破坏尺寸效应影响的细观分析

剪切破坏是剪力墙破坏的主要模式之一,借助细观数值分析方法对高宽比为1.0的钢筋混凝土(RC)剪力墙的破坏行为进行了分析,研究了轴压比对不同尺寸剪力墙的破坏模式、抗剪承载力、延性、耗能能力等性能的影响,分析了剪力墙剪切破坏的尺寸效应行为,并揭示了轴压比对名义抗剪强度尺寸效应的影响规律。结果表明:不同轴压比作用下的RC剪力墙均发生了明显的剪切破坏,且破坏模式一致;轴压比增大,剪力墙抗剪承载力提高,但延性降低,变形能力下降;随剪力墙尺寸的增大,其名义抗剪强度降低,即存在明显的尺寸效应;轴压比越大,剪切破坏更具脆性,尺寸效应更明显;当剪力墙长度大于1600 mm后,其名义抗剪强度趋于稳定值,尺寸效应逐渐消失。     

填充石膏基轻质材料的冷弯型钢复合墙体受剪承载力分析

为研究填充石膏基轻质材料的冷弯型钢复合墙体受剪承载力的计算方法,对2片空腔墙体和9片填充式墙体足尺试件进行低周往复加载试验,研究墙体在水平荷载作用下的破坏模式,结果表明:空腔墙体的破坏模式为墙面板与龙骨之间的螺钉连接破坏,进而导致墙面板蒙皮作用的失效;填充式墙体的失效模式分为两种:填充材料角部的受压破坏和冷弯型钢立柱的弯曲破坏。基于上述破坏模式,考虑墙面板蒙皮作用和填充材料支撑作用的影响,根据极限平衡理论,提出基于叠加法的受剪承载力计算模型,建立受剪承载力计算公式,该模型能反映自攻螺钉连接强度、填充材料强度和冷弯型钢龙骨强度对墙体受剪承载力的影响;理论计算值与试验值的比值在0.947~1.112,结果吻合较好。     

纤维增强混凝土柱抗震性能试验研究及数值模拟

为了改善钢筋混凝土（RC）柱的抗震性能和损伤容限,在柱端局部采用纤维增强混凝土（FRC）代替普通混凝土,考虑轴压比和剪跨比,设计了9根FRC柱以及1根RC对比柱试件。通过拟静力试验,观察试件在低周反复水平荷载作用下的裂缝开展过程和破坏形态,研究其滞回性能、变形和承载能力、耗能能力及刚度退化规律等。结果表明,与RC柱相比,剪跨比为2.0的FRC柱仍为压弯破坏,强度和刚度退化缓慢,具有较好的变形能力、耗能能力和损伤容限;轴压比及剪跨比对FRC柱的变形能力和耗能能力有明显影响;FRC柱仅需配置抗剪箍筋,不必另外配置约束箍筋,即可满足变形和耗能要求。基于OpenSees有限元软件,建立了多组FRC柱的有限元模型,在对有限元模型进行试验验证的基础上,进行参数分析。研究结果表明:模拟滞回曲线与试验滞回曲线总体上比较吻合;剪跨比、轴压比及FRC强度对FRC柱的承载能力均有一定影响。     

Assessment of Babolsar Concrete Pedestrian Bridge Failure for 1964 Flood Event and Retrofitting Practice

The settled (bent) concrete bridge is considered as the oldest pedestrian pass over in Babolsar city of Iran along Caspian Sea shoreline. The Babolrud River bed is formed of soft deltaic deposits because of sedimentation resulting from erosion and general scour from upstream. Consequently there are geotechnical problems such as low bearing capacity, excessive settlement and instabilities. Due to the river flooding in 1964 and local scour around the foundations of the piers, the non-uniform settlement occurred beneath three piers of the middle spans of the bridge. Because of their settlements and rotation of the piers, the decks were locally bent in the support locations. Two different failure analyses were done in order to check the stability of the bridge before, during and after flooding. The results of failure analyses including deterministic method and Monte Carlo simulation, have been compared to each other. Also, a cross correlation coefficient was considered between soil shear strength parameters (i.e. c and φ). The effect of this coefficient and resistance factor was investigated on ultimate bearing capacity, factor of safety and probability of failure. Also, the rehabilitation of the bridge damaged during 1964 flooding is reviewed. The rehabilitation includes: strengthening the sub-construction, balancing and lining up the bridge deck and deck reparations. The monitoring and surveillances after three years of rehabilitation and utilization, have proved the applicability of the practices in rehabilitation of the Babolsar Pedestrian Bridge.     

钢骨混凝土异形柱-钢梁节点抗震性能试验研究

为了研究钢骨混凝土异形柱-钢梁节点的抗震性能,进行了4个T形钢骨混凝土柱-钢梁节点和4个L形钢骨混凝土柱-钢梁节点的拟静力试验。试验考虑了混凝土强度等级、核心区配箍率和轴压比等参数的影响,对骨架曲线、承载力、核心区剪切变形、延性和耗能能力等抗震性能指标进行了分析。结果表明,在低周往复荷载作用下,钢骨混凝土异形柱-钢梁框架节点滞回曲线饱满,表现出良好的延性性能和耗能能力,典型破坏形态为节点核心区剪切斜压破坏和节点区焊缝失效破坏;高轴压力下节点具有较高的承载能力但延性性能降低;混凝土强度越高,节点承载能力越大,但延性性能越差;增大核心区配箍率对试件的延性和承载力有明显的提高,并能改善试件屈服后的耗能能力。     

Quantification of uncertainty modelling in stochastic analysis of FRP composites

The extensive use of FRP composite materials in a wide range of industries, and their inherent variability, has prompted many researchers to assess their performance from a probabilistic perspective. This paper attempts to quantify the uncertainty in FRP composites and to summarise the different stochastic modelling approaches suggested in the literature. Researchers have considered uncertainties starting at a constituent (fibre/matrix) level, at the ply level or at a coupon or component level. The constituent based approach could be further classified as a random variable based stochastic computational mechanics approach (whose usage is comparatively limited due to complex test data requirements and possible uncertainty propagation errors) and the more widely used morphology based random composite modelling which has been recommended for exploring local damage and failure characteristics. The ply level analysis using either stiffness/strength or fracture mechanics based models is suggested when the ply characteristics influence the composite properties significantly, or as a way to check the propagation of uncertainties across length scales. On the other hand, a coupon or component level based uncertainty modelling is suggested when global response characteristics govern the design objectives. Though relatively unexplored, appropriate cross-fertilisation between these approaches in a multi-scale modelling framework seems to be a promising avenue for stochastic analysis of composite structures. It is hoped that this review paper could facilitate and strengthen this process.     

型钢混凝土深梁受剪性能及承载能力研究EI北大核心CSCD

为了研究型钢混凝土深梁的受剪机理,以剪跨比、型钢截面高度比、翼缘宽度比为影响因素,设计7个试件进行了跨中集中荷载作用下的抗剪性能试验,对受力过程、荷载-位移曲线、破坏形态、受剪承载力等进行了比较分析,基于修正压力场理论提出了型钢混凝土深梁受剪承载力计算模型。结果表明:剪跨比是型钢混凝土深梁破坏形态主要影响因素,较大翼缘宽度比的试件具有更高的受剪承载力;基于修正压力场理论的计算模型能够综合考虑剪跨比和翼缘宽度比的影响,模型计算值与试验结果吻合较好。     

CFRP-钢界面粘结性能试验与数值模拟

碳纤维增强聚合物基复合材料（CFRP）与钢板的界面粘结性能为CFRP加固钢结构的关键问题之一。开展了17个CFRP板-钢板单搭接试件的拉伸剪切试验,研究了不同环氧粘结剂与CFRP材料的CFRP-钢界面力学行为和破坏模式;分析了粘结剂类型和CFRP材料对界面粘结滑移本构和界面剪切性能的影响,讨论了其承载力计算方法。结果表明：采用不同的粘结剂或CFRP材料,界面破坏形式和抗剪承载力均差异较大。采用Sika 330、Lica粘结剂的试件为CFRP板或钢板与胶层的界面破坏,采用Araldite粘结剂的试件为CFRP板浅表层离,采用Sika 30粘结剂的试件为胶层内聚破坏,采用SF（Sika S512/80）碳板的试件为CFRP板深层层离;Araldite试件的抗剪承载力为其他试件的1.7~2.9倍。Sika 330、Araldite及Lica试件粘结滑移曲线无明显下降段,属脆性破坏,而Sika 30与SF试件存在缓坡下降段,失效前有一定征兆;SF试件的粘结滑移本构可简化为三折线模型,其余试件则可简化为双线性模型。SF试件抗剪承载力需用Xia-a模型表征,其余试件则可用Xia-b模型表征。基于粘聚力模型对界面力学行为进行了数值模拟,结果表明,粘聚力模型可以较好地模拟界面的非线性力学行为,剥离应力对本单搭接试件的界面粘结强度影响很小。     

On phenomenological anisotropic failure criteria

The pioneering work on the anisotropic polynomial stress tensor failure criterion of Von Mises (in 1928) is appraised, and a refined maximum stress criterion is proposed. By virtue of the homogeneous quadratic criterion and the strong anisotropy of unidirectional composites, the rationality of the Azzi-Tsai criterion is demonstrated. The applicability of the maximum stress criterion and of ‘two independent failure criteria’ are indicated, and methods to account for coupling effects in various stress components are suggested.     

Geotechnical system reliability of slopes

In slope stability analysis it is customary to search for the critical slip surface considering the conventional factor of safety as an index of stability. With the development of reliability analysis approaches within a probabilistic framework, alternative definitions of the critical slip surface can be adopted. Thus one may define a critical slip surface as one with the lowest reliability index or one with the highest probability of failure. However, it is important to consider the slope stability problem in terms of a system of many potential slip surfaces. For such a system, the calculation of system reliability is appropriate and desirable. In this paper, system reliability bounds are calculated within a probabilistic framework. The ‘system reliability’ or the ‘system probability of failure’ must be estimated for comparison with the corresponding reliability or probability of failure with respect to a ‘critical’ slip surface. The general slope stability problem involving non-zero internal friction angle involves a non-linear performance function. Moreover, the expression for factor of safety is usually inexplicit except for the ordinary method of slices which is not accurate except when ‘ø = 0’. This paper addresses the system reliability for inexplicit and non-linear performance functions as well as for linear and explicit ones. Any version of the method of slices may be used although the proposed approach is presented on the basis of the Bishop simplified method. It is shown that the upper bound system failure probability is higher than the failure probability associated with a critical slip surface. The difference increases as the coefficient of variation of the shear strength parameters increases.