Approximate MPA-based method for performing incremental dynamic analysis

In performance based earthquake engineering, it is important to accurately predict the seismic demand and capacities of structures. One recent estimation method is incremental dynamic analysis (IDA), which requires a series of nonlinear response history analyses (RHA) of the structure under various ground motions, each scaled to multiple levels of intensity, selected to cover entire range of structural response from elasticity, to yield and finally global dynamic instability. The implementation of IDA requires intensive computation and detailed knowledge of the nonlinear RHA of structures. In response to the complexity of IDA, an approximate method based on modal pushover analysis (MPA-based IDA) was developed. In MPA-based IDA, seismic demands are computed using the nonlinear RHA of the equivalent SDF systems instead of using nonlinear RHA of MDF systems. The objective of this study is to develop a simpler MPA-based IDA procedure that can avoid nonlinear RHA of equivalent SDF systems. For this purpose, MPA-based IDA employs the empirical equation of the inelastic displacement ratio (C _R ), defined as the ratio of peak displacement of the inelastic SDF system to that of the corresponding elastic SDF system given the strength ratio R, and that of the collapse strength ratio (R _c), which is the ratio of collapse intensity to yield strength. The proposed procedure is verified by comparing the seismic demands and capacities of 6-, 9-, and 20-story steel moment frames as determined by the proposed method and exact IDA.     

Reservoir water level effects on nonlinear dynamic response of arch dams

In this study, reservoir water level effects on nonlinear dynamic response of arch dams are investigated. For this purpose, the nonlinear behaviour of the dam concrete is idealized as elasto-plastic using the Drucker–Prager model based on the associated flow rule assumption. Water in the reservoir is represented by the Lagrangian (displacement-based) fluid finite elements. The program NONSAP is modified for elasto-plastic analysis of fluid–structure systems and employed in the response calculations. Nonlinear dynamic analysis of an arch dam subjected to earthquake ground motion is performed for five different water levels. The El-Centro N–S component of the Imperial Valley earthquake, on May 18, 1940, has been used as the ground motion. The crest displacements, the maximum tensile stresses on the upstream and downstream faces of the dam and the time history of the yield function of an element in the dam body are presented. The results obtained from nonlinear analyses for different water levels are compared with each other. It is apparent that the reservoir water level effects must be considered in the elasto-plastic analyses of arch dams to earthquake ground motion.     

Research on the Inelastic Seismic Responses of Shear-Type Multistory Buildings with Regular Asymmetry

ＩｎｔｒｏｄｕｃｔｉｏｎＴｈｅｍｏｖｉｎｇｂｅｈａｖｉｏｒｏｆａｓｙｍｍｅｔｒｉｃｍｕｌｔｉｓｔｏｒｙｂｕｉｌｄｉｎｇｓｗｉｔｈｒｅｇｕｌａｒａｓｙｍｍｅｔｒｙｉｓｓｉｍｉｌａｒｔｏｓｉｎｇｌｅｓｔｏｒｙａｓｙｍｍｅｔｒｉｃｂｕｉｌｄｉｎｇｓｉｎｅｌａｓｔｉｃｒａｎｇｅ ,ａｎｄｔｈｕｓｔｈｅｓｉｎｇｌｅｓｔｏｒｙｂｕｉｌｄｉｎｇｉｓａｌｗａｙｓｃｏｎｓｉｄｅｒｅｄａｓａｒｅｐｒｅｓｅｎｔａｔｉｖｅｂｕｉｌｄｉｎｇｏｆａｓｙｍｍｅｔｒｉｃｉｎｅｌａｓｔｉｃｒａｎｇｅ .Ｂｕｔｉｎｅｌａｓｔｉｃｓｅｉ…     

基于分离式建模的砖石古塔动力性能与响应分析

为研究砖石古塔的动力特性及地震响应机制,以渭南慧照寺塔为对象,采用块体-灰浆分区离散方法,分别建立刚性地基条件与考虑地基-结构相互作用条件下古塔的数值模型,计算比较了塔体的动力特性;并分别按9度小震、中震和大震输入El-Centro波、Taft波和兰州人工波,计算了结构的位移和加速度反应,与相互作用系统进行比较。结果表明,考虑土-结构相互作用后,古塔结构的一阶自振频率降低5.7%,二阶频率降低45%;El-Centro波和Taft波作用下,位移和加速度响应显著增大,大震作用时,与不考虑土-结构相互作用对比,主拉应力峰值显著增加,古塔从灰浆开裂发展为砖与灰浆同时开裂;兰州人工波作用下,考虑土-结构相互作用后,主拉应力和结构开裂变形反而降低。研究结果可为古塔抗震计算与性能评估提供参考。     

核电结构土-结相互作用分析分区混合计算方法

土-结构相互作用分析是核电结构进行抗震设计和安全评估的重要环节.在核电结构的土-结相互作用分析中,阻尼和非线性是影响结构反应的重要因素.若采用频域分析,可以方便考虑阻尼,但需通过等效线性化来考虑非线性,不适合于强震作用下的土体非线性.若采用时域分析的逐步积分方法,适合于考虑非线性,但材料阻尼一般采用瑞利阻尼模型,除了紧靠指定阻尼比的少数几个振型外,其他振型的反应将受到瑞利阻尼模型所确定的大阻尼所抑制,造成地震反应与真实情形有较大差异.若采用时域分析的模态叠加法,可合理计入阻尼效应,但模态叠加法不能考虑非线性.因此,如何合理考虑阻尼和非线性是核电结构土-结相互作用分析需要关注的问题.基于此,本文提出一种模态叠加和时步积分结合的土-结相互作用分区算法.其中,出于安全性考虑,地震作用下核电主体结构一般不允许进入非线性,因此结构可采用模态叠加方法,以便合理考虑结构阻尼;土体和基础采用显式时步积分法,可考虑土体非线性;通过人工边界条件考虑无限域的影响(辐射阻尼).通过简单算例对该方法进行了验证,并用于CAP1400核电结构的土-结相互作用分析中,对比分析了采用模态阻尼和瑞利阻尼时核电结构和场地反...     

Experiment as an aid to structural seismic design

An overview of the available methods for simulating or estimating seismic effects on buildings and similar structural models as well as onin situ structures is given. The motivation is provided by noting severe damage even to modern buildings in the wake of strong earthquakes. The complex inelastic behavior of members and connections must be determined experimentally. Such information is essential for developing mathematical design models. Four available test methods, with examples, are described. One of these is the pseudo-static method of testing where a specimen is subjected to apriori selected cyclic forces or displacements. The second, the pseudo-dynamic method of testing, combines the above procedure with an on-line computer. In employing this approach it is possible to apply a random sequence of displacements corresponding to a previously recorded earthquake while taking into account the continuously changing structural stiffness. The third procedure employs a shaking table programmed to apply scaled earth-quake input based on available accelerograms. The fourth, a nondestructive method of testing of actual structures, consists of recording and interpreting ambient or forced vibrations in the elastic regime.     

Inelastic coupled response of eccentric buildings with respect to different earthquake intensity

ＩｎｔｒｏｄｕｃｔｉｏｎＴｈｅｂｅｈａｖｉｏｒｏｆｌａｔｅｒａｌ＿ｔｏｒｓｉｏｎａｌｃｏｕｐｌｅｄｂｕｉｌｄｉｎｇｉｎｔｈｅｉｎｅｌａｓｔｉｃｒａｎｇｅｈａｄｂｅｅｎｗｉｄｅｌｙｉｎｖｅｓｔｉｇａｔｅｄ.ＫａｎａｎｄＣｈｏｐｒａ(1981)[1]ｓｔｕｄｉｅｄａｏｎｅ＿ｓｔｏｒｙｍｏｄｅｌｗｉｔｈｓｉｎｇｌｅｌａｔｅｒａｌｒｅｓｉｓｔａｎｔｅｌｅｍｅｎｔａｎｄｒｅａｃｈｅｄｔｈｅｃｏｎｃｌｕｓｉｏｎｔｈａｔｇｅｎｅｒａｌｌｙｔｈｅｒｅｓｐｏｎｓｅｉｎｔｈｅｉｎｅｌａｓｔｉｃｒａｎｇｅｉｓａｆｆｅｃｔｅｄｂ…     

A work softening joint element used in dynamic analysis of soil-structure

This paper introduces an elasto-plastic joint element characterised by strain hardening and softening in the analysis of dynamic soil-structure interaction. The phenomena of separation and sliding on the contact surface between soil and structure can be better simulated and the process can also be described. The interaction problems in a typical soil-structure system are analyzed in terms of elasto-plastic joint element as well as elastic ones. The results show that the elasto-plastic joint element is much better than the elastic one in modelling, especially in that the relative displacements accross the joint element can be much greater than that of the elastic case. Separation and sliding are not only related to the coefficient of friction and cohesion but also to their changes with plastic volumetric strain. The project is supported by the Sciences Foundation of the Chinese Academy of Sciences and the Disaster Provention Institute of Kyoto University (Japan).     

Entry flow behaviour of viscoelastic fluids in an annulus

Developing and fully developed velocity profiles in the entrance region of an abrupt 2-to-1 annular contraction were measured for a number of visco-elastic polymer solutions. Experimental results were obtained for Reynolds number and flow behaviour index in the range 9.8 ? Re ? 355 and 0.372 ? n ? 0.55 respectively. A momentum-energy integral technique was employed in the boundary layer analysis. The deviation from inelastic behaviour was indicated by the ratio of elastic to inertial forces, Ws/Re. Within the limits of confidence of the experimental results, good agreement with theoretical predictions was obtained and very little deviation from inelastic behaviour was observed for Ws/Re < 0.08. For the test fluids investigated, the entrance length was found to be longer than that predicted for the corresponding inelastic fluids of the same n.     

ELASTO-PLASTIC CONSTITUTIVE MODEL OF SOIL-STRUCTURE INTERFACE IN CONSIDERATION OF STRAIN SOFTENING AND DILATION

The behavior of soil-structure interface plays a major role in the definition of soil-structure interaction. In this paper a bi-potential surface elasto-plastic model for soil-structure interface is proposed in order to describe the interface deformation behavior,including strain softening and normal dilatancy. The model is formulated in the framework of generalized potential theory,in which the soil-structure interface problem is regard as a two-dimensional mathematical problem in stress field,and plastic state equations are used to replace the traditional field surface. The relation curves of shear stress and tangential strain are fitted by a piecewise function composed by hyperbolic functions and hyperbolic secant functions,while the relation curves of normal strain and tangential strain are fitted by another piecewise function composed by quadratic functions and hyperbolic secant functions. The approach proposed has the advantage of deriving an elastoplastic constitutive matrix without postulating the plastic potential functions and yield surface. Moreover,the mathematical principle is clear,and the entire model parameters can be identified by experimental tests. Finally,the predictions of the model have been compared with experimental results obtained from simple shear tests under normal stresses,and results show the model is reasonable and practical.     

标准超声振动气蚀孕育期内材料响应与表面形貌

材料在气蚀孕育期内仅发生极轻微的磨损,但以弹/塑性变形和晶粒拔出等方式对气蚀做出响应,具体的响应方式则随材料种类而不同.通过对孕育期内材料响应和磨损表面形貌的研究,探索不同材料响应与磨损表面形貌的关系,从而建立以表面粗糙度测量和光学显微镜观察等方式进行材料孕育期的研究.本文在标准超声振动气蚀试验机上进行了纯铜、镍基合金Hastelloy C-276和Sialon陶瓷共三种材料的气蚀试验,着重考察了它们在各自孕育期内的表面粗糙度参数（表面粗糙度R_a和核心粗糙度深度R_k）以及蚀坑面积比的变化.研究结果表明：纯铜和Hastelloy C-276在孕育期内主要以塑性变形为主.R_k不仅可以更好地反映孕育期乃至整个气蚀过程的材料表面形貌变化,还能反映不同金属在孕育期内塑性变形的程度.Sialon陶瓷在孕育期内以新蚀坑的形成为主,伴随着少量蚀坑的长大,蚀坑面积比很好地表征了陶瓷材料孕育期的变化.     

一种三维饱和土-基础-结构动力相互作用分析方法

地震波入射时土与结构动力相互作用分析是地震工程领域的重要问题.由于问题的复杂性,以往的研究大多考虑地基土为干土情形.而实际工程中,土体中经常充满孔隙水,土层往往是含水层或部分含水层.孔隙水对土层的地震反应影响较大,进而影响支撑于其上的基础和上部结构的响应.因此,有必要考虑饱和土-基础-结构动力相互作用问题.基于此,土体采用Biot模型,利用集中质量显式有限元方法并结合多次透射人工边界进行模拟;结构经有限元离散后,采用Newmark隐式时步积分方法进行分析,可通过ANSYS等有限元软件实现;基础假定为刚性,采用显式时步积分进行求解;土体和结构(及基础)可分别采用不同的时间步距;通过FORTRAN程序实现了三维饱和土-基础-结构系统在地震作用下的整体分析.从饱和多孔介质动力微分方程出发可知,干土是饱和土的特殊情形,通过将流体体积模量及孔隙率置为零,可将饱和土退化到干土,从而将干土统一到饱和土的计算框架中,通过土-结构相互作用算例对此进行了验证,进一步实现了干土与饱和土混合情形时的土-结构动力相互作用分析,使得问题的模拟更贴近实际工程(如考虑地下水位情形).通过算例对比了饱和土地基、干土地基、干土覆盖饱和土地基(考虑地下水位)情形时,土-结构相互作用对基础和结构响应的影响,结果表明地下水位对基础和结构响应的影响较大.     

Rheological–dynamical analogy: Prediction of damping parameters of hysteresis damper

This research aims to predict the damping parameters of hysteresis damper based on an analytical rheological–dynamical (RDA) visco-elasto-plastic solution of one-dimensional longitudinal continuous vibrations of a bar. A visco-elasto-plastic bar or damper is an energy dissipation device. An attempt is made to estimate quantitatively the influence of material physical parameters of materials on the damping ratio in both the linear visco-elastic analysis and the nonlinear visco-elasto-plastic analysis of damper subjected to external vibration forces. Two types of damping are considered: viscous damping in the case of linear analysis, defined as stiffness and/or mass proportional and, in the case of nonlinear analysis, hysteresis damping caused by inelastic deformations of damper. Owing to the visco-elastic nature of the materials of the damper and the frequency dependence of the viscous damping ratio ξ, it is useful to consider separately the situations arising when ξ is positive (the system is stable) and when it is negative. A negative damping ratio means that the complementary solution of the response would not die away (the system is unstable because of factor e^{ξ · ω · t}). In the case of nonlinear analysis, the force–displacement relation is nonlinear, so it is very difficult to predict the actual damping and stiffness coefficients, even if the force–displacement characteristic is simply perfect elasto-plastic. Using the RDA method, which takes into account the rate of release of visco-elasto-plastic energy of the dissipation devices; nonlinear behaviors are linearized, enabling to obtain the equivalent damping and stiffness coefficients and the effective period for the damper.     

Prediction of the softening and damage effects with permanent set in fibrous biological materials

Deformation induced softening is an inelastic phenomenon frequently accompanying mechanical response of soft biological tissues. Inelastic phenomena which occur in mechanical testing of biological tissues are very likely to be associated with alterations in the internal structure of these materials.In this study, a novel structural constitutive model is formulated to describe the inelastic effects in soft biological tissues such as Mullins type behavior, damage and permanent set as a result of residual strains after unloading. Anisotropic softening is considered by evolution of internal variables governing the anisotropic properties of the material. We consider two weight factors w_i (softening) and s_k (discontinuous damage) as internal variables characterizing the structural state of the material. Numerical simulations of several soft tissues are used to demonstrate the performance of the model in reproducing the inelastic behavior of soft biological tissues.     

Size effects in generalised continuum crystal plasticity for two-phase laminates

The solutions of a boundary value problem are explored for various classes of generalised crystal plasticity models including Cosserat, strain gradient and micromorphic crystal plasticity. The considered microstructure consists of a two-phase laminate containing a purely elastic and an elasto-plastic phase undergoing single or double slip. The local distributions of plastic slip, lattice rotation and stresses are derived when the microstructure is subjected to simple shear. The arising size effects are characterised by the overall extra back stress component resulting from the action of higher order stresses, a characteristic length l_c describing the size-dependent domain of material response, and by the corresponding scaling law lⁿ as a function of microstructural length scale, l. Explicit relations for these quantities are derived and compared for the different models. The conditions at the interface between the elastic and elasto-plastic phases are shown to play a major role in the solution. A range of material parameters is shown to exist for which the Cosserat and micromorphic approaches exhibit the same behaviour. The models display in general significantly different asymptotic regimes for small microstructural length scales. Scaling power laws with the exponent continuously ranging from 0 to −2 are obtained depending on the values of the material parameters. The unusual exponent value −2 is obtained for the strain gradient plasticity model, denoted “curl H^p” in this work. These results provide guidelines for the identification of higher order material parameters of crystal plasticity models from experimental data, such as precipitate size effects in precipitate strengthened alloys.     

The end correction for power-law fluids in the capillary rheometer

The finite element scheme developed by Nickell, Tanner and Caswell is used to compute the entry and exit losses for creeping flow of power-law fluids in a capillary rheometer. The predicted entry losses for a Newtonian fluid agree well with available experimental and theoretical results. The entry losses for inelastic power-law fluids increased with decreasing flow behaviour index and show an increasing deviation from available upper bound results as the flow behaviour index in the power-law decreases.The exit losses are found to be finite for inelastic power-law fluids and increase as the flow behaviour index decreases. The predicted die swell for Newtonian fluids agrees well with the available experimental data while the influence of shear thinning is to reduce the die swell.The end correction which is the sum of the entry and exit losses relative to twice the viscometric wall shear stress varies from 0.834 for n = 1 to 2.917 for n = 1/6. This figure reaches a very high value as n tends to zero. The experimental variation in the Couette correction factor in capillary rheometry is explained in terms of the shear thinning characteristics of the fluid. It is concluded that the exit flow is not viscometric, contrary to a common assumption.     

随机激励下考虑SSI效应的TMD-结构控制参数优化设计

TMD是高层建筑结构抗震和抗风等减震控制的主要方法,结构体系频率和TMD参数的适配性对控制效果起决定性作用。现有规范中忽略土对上部结的构的影响,使得TMD-结构振动控制与实际工程情况存在脱节。本文以结构的最大层间位移为控制指标,将优化算法与概率密度理论方法结合,以十层混凝土框架TMD-结构参数优化为例,研究了SSI对TMD结构控制效果的影响,并实现了随机激励下TMD建筑结构参数的优化设计。为TMD建筑结构最优化设计提供了新的思路和方法。     

On the evolution of lattice deformation in austenitic stainless steels—The role of work hardening at finite strains

In this work, a three dimensional crystal plasticity-based finite element model is presented to examine the micromechanical behaviour of austenitic stainless steels. The model accounts for realistic polycrystal micromorphology, the kinematics of crystallographic slip, lattice rotation, slip interaction (latent hardening) and geometric distortion at finite deformation. We utilise the model to predict the microscopic lattice strain evolution of austenitic stainless steels during uniaxial tension at ambient temperature with validation through in situ neutron diffraction measurements. Overall, the predicted lattice strains are in very good agreement with those measured in both longitudinal and transverse directions (parallel and perpendicular to the tensile loading axis, respectively). The information provided by the model suggests that the observed nonlinear response in the transverse {200} grain family is associated with a competitive bimodal evolution of strain during inelastic deformation. The results associated with latent hardening effects at the microscale also indicate that in situ neutron diffraction measurements in conjunction with macroscopic uniaxial tensile data may be used to calibrate crystal plasticity models for the prediction of the inelastic material deformation response.     

地形和土-结相互作用效应对三维跨峡谷桥梁地震响应的影响分析

评估跨峡谷桥梁的地震性态需要考虑地形效应、行波效应以及土-结相互作用效应.将峡谷-桥梁系统在地震波输入下的反应分析看作波动散射问题,即桥梁及其邻近非规则区域对峡谷场地"自由场"的扰动. 基于此思想,本文发展了一套跨峡谷桥梁地震反应分析方法,通过二维模型分析得到峡谷场地的"自由场", 结合人工边界输入到峡谷-桥梁体系,采用土-结相互作用分区并行方法对其进行分析, 并编制了相应的分析程序.该方法可在自由场分析时考虑非垂直入射地震波, 计入行波效应,因此可综合考虑行波效应、地形效应和土-结相互作用效应. 通过峡谷场地分析算例,验证了自由场和人工边界实施的正确性; 并以马水河大桥为对象,通过5种计算模型结果的比较,分析了地形效应和土-结相互作用效应对跨峡谷桥梁地震反应的影响, 算例结果表明,地形效应对墩底剪力、弯矩和轴力有明显影响,对位移的影响要比对剪力、弯矩的影响小; 土-结相互作用对桥梁反应的影响较大,较大地减小了桥梁反应.