Postbuckling of shear deformable stiffened anisotropic laminated cylindrical shell under axial compression

A postbuckling analysis is presented for a shear deformable anisotropic laminated cylindrical shell with stiffener of finite length subjected to axial compression. The material of each layer of the shell is assumed to be linearly elastic, anisotropic and fiber-reinforced. The governing equations are based on a higher order shear deformation shell theory with von Kármán-Donnell-type of kinematic nonlinearity and including the extension/twist, extension/flexural and flexural/twist couplings. The ‘smeared stiffener’ approach is adopted for the beam stiffeners. This arrangement allows the beam stiffeners to be assembled directly into the global stiffness matrix. The nonlinear prebuckling deformations and initial geometric imperfections of the shell are both taken into account. A singular perturbation technique is employed to determine the buckling loads and postbuckling equilibrium paths. The numerical illustrations concern the postbuckling response of perfect and imperfect, grid, axial, ring stiffened, and unstiffened shells. The results confirm that there exists a compressive stress along with an associate shear stress and twisting when the anisotropic shell is subjected to axial compression. The postbuckling equilibrium path is unstable for the moderately thick cylindrical shell under axial compression and the stiffened shell structure is imperfection-sensitive.     

Depth dependency of stress ratios during the sedimentation of NW Gyeongsang Basin (Cretaceous), southeast Korea: Estimate of stress parameters and timing of tectonic episodes

The natural stress state in the lithosphere consists of the vertical load and Poisson ratio, and then additional horizontal compression and extension (denoted by Δσ_H and Δσ_T, respectively) are assumed to be superimposed upon this gravitational stress field. The resulting stress state is composed of the maximum, medium and minimum stresses denoted by σ₁, σ₂, and σ₃, respectively. The stress ratio is given as Φ = (σ₂ − σ₃)/(σ₁ − σ₃). A linear relation is found between Φ or 1/Φ and the vertical load in wrench-faulting and extensional stress regimes, respectively. The slope and intercept of the linear relation result in the additional horizontal stresses and level of (average) paleo-surface, respectively. Stress ratio is also determinable by the stress tensor inversion of fault-slip data. The earliest tectonic event (T_1 Event) in the Cretaceous Gyeongsang Basin consists of coexisting E–W compression and N–S extensional faulting episodes. Plots of Φ or 1/Φ against the burial depth (or vertical load) display several linear trends: two clusters in extensional episodes, and two or three clusters in wrench-faulting episodes. Because Δσ_H is assumed to be null or negligible in the extensional regime, Δσ_T is determinable from the slopes of two linear clusters as being −2.5 to −4.0 MPa. In wrench-faulting episodes, the values of Δσ_H are given to be 61.6–101.4 MPa by applying determined additional horizontal extensions. Determined levels of average paleo-surfaces and those of syndepostional structures illustrate that more than five wrench-faulting or extensional episodes have occurred during the T_1 Event, whose active age, consequently, ranges from the Barremian to the Coniacian. This supports that the coexisting coaxial faulting episodes with the same extension may correspond to the alternation of wrench-faulting and extensional episodes.     

Reconnaissance par sismique réfraction de la décompression et de l’instabilite des falaises vives du Bessin (Normandie,France)

Résumé

Les falaises normandes du Bessin (France) sont constituées par une succession de formations calcaires et marneuses. De nombreux mouvements de terrain, parfois de grande ampleur, affectent périodiquement ces falaises. La faible résistance mécanique des marnes, mise en évidence lors de l’étude du récent glissement du Bouffay de 1981, a dû être favorisée par un fluage associé à la décompression des calcaires sus-jacents suivant un type de déformation qui peut être observé dans un mouvement quaternaire fossilisé (vallon du Pisseau). Grâce à une reconnaissance systématique de la zone décomprimée par la petite sismique réfraction, des relations simples sont établies, permettant d’évaluer le volume décomprimé â partir des caractéristiques géométriques et lithologiques de la falaise. Ce volume semble définir l’enveloppe à l’intérieur de laquelle les mouvements sont susceptibles d’intervenir.     

雪峰造山带南段靖州盆地成因性质及形成背景

靖州盆地是位于雪峰构造带南段的一个NE向晚三叠世一中侏罗世小型陆相盆地,前人研究提出其为NNE向溆浦-靖州大断裂左行走滑形成的拉分伸展盆地.本文对靖州盆地构造特征、T3-J2沉积和原型盆地特征等进行了系统研究,在此基础上提出该盆地实为挤压类前陆盆地,主要依据有:①沉积物高成熟度以及残留盆地边界与盆地周缘先期地质界线总体协调一致,说明盆地沉积时为挤压挠曲作用下形成的低缓洼地;②沉积物高成熟度和远源特征,指示盆地形成于相对稳定构造环境;③盆地北端T3-J1沉积空间由岩层弯曲下凹提供;沉积物产状变化指示J2盆地受到NW向挤压并产生持续褶皱变形;沉积物特征指示沉积环境西浅东深,进一步暗示J2盆地发展受控于NW向挤压与东缘逆冲块体的重力载荷;④盆缘伸展断裂少见,因挤压形成的小型走滑断裂、逆断裂、共轭剪节理等则多见;⑤从溆浦-靖州断裂走向偏转情况来看,该断裂左行走滑时靖州盆地所处部位应为挤压区而非拉张区.据盆地沉积和构造特征及区域大地构造演化背景,盆地的形成主要与晚三叠世-早侏罗世区域SN向挤压、中侏罗世区域NWW向挤压和NNE向左行走滑有关.     

海相软土压缩特性的试验研究

对不同取样方式得到的上海、江苏地区海相软黏土的原状样和重塑样进行了单向压缩和等向压缩试验,分别得到各自的压缩曲线、压缩指数 和回弹指数 。通过比较原状样、重塑样的归一化压缩曲线的差异,确认了结构性对软黏土压缩特性的影响。把屈服应力后的压缩曲线外延至10 kPa时的孔隙比定义为参考孔隙比 ,用于简单量化土的组构。根据多次单向压缩试验结果得到的压缩指数 ,建立了原状样和重塑样的压缩指数 与孔隙比 或参考孔隙比 的相关方程,并通过单向、等向压缩指数的比较,认为此方程也适用于等向压缩试验结果。根据原状、重塑样压缩指数 与参考孔隙比 具有基本相同关系的结论,对原状样的结构屈服特性进行了探讨,认为原状样在压力大于结构屈服应力后,胶结已基本破坏,原状样和重塑样压缩特性差异主要是由组构的差异引起的。该研究成果,尤其是压缩指数 与参考孔隙比 的相关方程,可为工程提供重要的参考。     

脉冲压缩方法检测岩石弹性波速度

针对岩石弹性波速度检测信噪比低、回波信号初至时间不易判读,以及较长岩石（或混凝土）超声检测难以穿透问题,提出用脉冲压缩方法检测弹性波速度。该方法与超声脉冲法检测的不同之处是在发射端采用编码信号激励,在接收端进行匹配滤波,得到高信噪比的压缩信号。介绍线性调频信号的宽时宽带特性,分析了脉冲压缩的基本原理和数字实现过程。试验研究了换能器带宽对激发信号的影响。用常规的单脉冲法和脉冲压缩方法检测了多个岩样的弹性波速度,试验结果表明,两种检测结果差异较小。给出了脉冲压缩方法用于岩石弹性波速度检测的具体步骤和计算过程。综合分析,脉冲压缩方法检测岩石弹性波速度是可行的,能够用于岩土工程的质量评价。     

Seismic vulnerability evaluation of axially loaded steel built-up laced members I： experimental results

An experimental program was initiated to investigate the seismic performance of built-up laced steel brace members. Quasi-static testing of twelve typical steel built-up laced member （BLM） specimens was conducted. These were designed to span a range of parameters typically encountered for such members based on findings from a survey of commonly used shapes and details that have been historically used. The specimens were subdivided into groups of three different cross-sectional shapes, namely built-up I-shape section, and built-up box shapes buckling about the x or the y axis. Within each group, global and local buckling slenderness ratios had either kl/r values of 60 or 120, and b/t ratios of 8 or 16. The specific inelastic cyclic behavior germane to each specimen, and general observations on overall member hysteretic behavior as a function of the considered parameters, are reported. A companion paper （Lee and Bruneau 2008） investigates this observed response against predictions from analytical models, and behavior in the perspective of system performance.     

Seismic vulnerability evaluation of axially loaded steel built-up laced members Ⅱ： evaluations

The test results described in Part 1 of this paper （Lee and Bruneau, 2008） on twelve steel built-up laced members （BLMs） subjected to quasi-static loading are analyzed to provide better knowledge on their seismic behavior. Strength capacity of the BLM specimens is correlated with the strength predicted by the AISC LRFD Specifications. Assessments of hysteretic properties such as ductility capacity, energy dissipation capacity, and strength degradation after buckling of the specimen are performed. The compressive strength of BLMs is found to be relatively well predicted by the AISC LRFD Specifications. BLMs with smaller kl/r were ductile but failed to reach the target ductility of 3.0 before starting to fracture, while those with larger kl/r could meet the ductility demand in most cases. The normalized energy dissipation ratio, EC/ET and the normalized compressive strength degradation, Cr″/Cr of BLMs typically decrease as normalized displacements δ/δb,exp increase, and the ratios for specimens with larger kl/r dropped more rapidly than for specimens with smaller kl/r; similar trends were observed for the monolithic braces. The BLMs with a smaller slenderness ratio, kl/r, and width-to-thickness ratio, b/t, experienced a larger number of inelastic cycles than those with larger ratios.     

超长灌注桩桩身压缩综合系数反分析

基于超长桩现场试验和数值模拟资料,通过反分析得出了桩身压缩的综合系数,进而对综合系数与其他参数的关系曲线特点、综合系数的影响因素、综合系数的回归预测等进行了研究。结果表明：（1）极限状态下超长灌注桩的综合系数的变化范围为0.278 5～0.988,规范法中取定值0.5或1.0的做法是不合理的。（2）综合系数总体上随桩顶荷载、桩身压缩、桩身总位移、桩身刚体位移的增大而增大,但关系曲线型式存在多样化。（3）超长桩综合系数与长径比的相关关系不明显,但总体来说,综合系数随长径比的增加而降低。对超长嵌岩桩,不同场地桩的综合系数与长径比相关关系较好;对超长非嵌岩,不同场地桩的综合系数与长径比相关关系不明显,但对某场地5根桩,综合系数与长径比的指数相关关系达到0.990 1。（4）总的来说,持力层与上覆土层弹性模量比小的桩的综合系数-桩顶荷载曲线在弹性模量比大的上方。（5）建立的6个场地多根桩的综合系数与桩顶荷载关系的回归曲线的相关系数平均为0.977 6,可为该场地及类似场地桩的桩身压缩综合系数的预测和计算提供参考。     

Comparison of variable-length codes: Elias and Fibonacci codes as applied to problems of data compression

The analysis of the recorded geophysical information shows that there is a large spread in probability of instrument readings at the moment of seismic activity. In order to lower demands for computer data resources and decrease the power consumption when applying autonomous computer-based systems, the coding algorithms with minimal requirements for the involvement of the computer central processor and, as a consequence, its power consumption are used. These include the Huffman static algorithm and algorithms using Elias, Rice, Golomb, and Fibonacci codes. The application of Fibonacci codes for coding this information leads to a gain in compression ratio of 10–30% relative to other coding methods.