支撑刚度对磁摩擦耗能减振体系的影响

本文在已有磁摩擦耗能减振体系振动台试验基础上，讨论了两类磁摩擦耗能减振体系支撑刚度的影响，揭示了支撑刚度对磁摩擦耗能装置减振效果的影响规律，给出了两类磁摩擦耗能装置在结构中发挥最佳减振效果时支撑刚度的取值范围。     

主动变刚度结构的动力卸载效应

本文讨论了主动变刚度结构体系AVS(Active Variable Stiffness)的动力卸载效应。结构体系中的AVS控制器关闭或开启瞬时，结构系统刚度分布发生突变，通常也伴随着对系统的能量输入或输出，使得该瞬时结构体系相应受到—加速度增量作用，此增量的方向与结构加速度方向相反，能有效地抑制结构体系的刚度不变层向刚度突变层的动力卸载。此外，文中分析了AVS控制器闭合或开启引起的结构体系相对于原结构的第i阶自振频率摄动，进而讨论了AVS控制器的开关控制律和结构的自振频率摄动及动力卸载效应的相互关系。理论分析和计算结果表明：在合理的结构变形位置闭合或开启AVS控制器，动力卸载效应对结构体系的不利作用及结构体系的频率特性相对于原结构改变很小。     

ISO-834标准火灾作用后方钢管混凝土构件滞回性能试验研究

研究火灾后钢管混凝土结构的抗震性能，对于合理进行该类结构火灾后的修复具有重要意义。本文通过对6个ISO-834标准火灾作用后方钢管混凝土构件进行往复荷载作用下的荷载-变形滞回性能试验，探讨火灾作用后方钢管混凝土荷载-变形滞回曲线的特点以及刚度退化规律，并对火灾作用后方钢管混凝土压弯构件极限承载力和抗弯刚度计算方法进行了讨论。     

Response of unbounded soil in scaled boundary finite‐element method

The scaled boundary finite‐element method is a powerful semi‐analytical computational procedure to calculate the dynamic stiffness of the unbounded soil at the structure–soil interface. This permits the analysis of dynamic soil–structure interaction using the substructure method. The response in the neighbouring soil can also be determined analytically. The method is extended to calculate numerically the response throughout the unbounded soil including the far field. The three‐dimensional vector‐wave equation of elasto‐dynamics is addressed. The radiation condition at infinity is satisfied exactly. By solving an eigenvalue problem, the high‐frequency limit of the dynamic stiffness is constructed to be positive definite. However, a direct determination using impedances is also possible. Solving two first‐order ordinary differential equations numerically permits the radiation condition and the boundary condition of the structure–soil interface to be satisfied sequentially, leading to the displacements in the unbounded soil. A generalization to viscoelastic material using the correspondence principle is straightforward. Alternatively, the displacements can also be calculated analytically in the far field. Good agreement of displacements along the free surface and below a prism foundation embedded in a half‐space with the results of the boundary‐element method is observed. Copyright © 2001 John Wiley & Sons, Ltd.     

锚杆对节理围岩稳定性影响的离散元研究

本文针对巷道围岩多被节理切割的特点,利用离散元研究了全长锚杆对节理围岩稳定性的影响。结果表明,尽早锚固,有利于围岩的稳定;同时,巷道各部位围岩的变形与破坏具有明显协同性或关联性,应预以系统考虑对围岩的加固。     

组合橡胶支座及橡胶支座与柱串联系统的水平刚度计算方法

目前基础隔震建筑中应用的叠层橡胶支座都是等截面的,其水平刚度是以遭遇强烈地震为依据设计的,当遭遇中小地震时水平刚度将偏大,致使上部结构的减震效果比遭遇设计地震时明显减小,而由两个不同截面橡胶支座组成的组合橡胶支座在不同强度地震时均能发挥较好设计的隔震效果。     

3D joint inversion of magnetotelluric and airborne tipper data: a case study from the Morrison porphyry Cu–Au–Mo deposit,British Columbia,Canada

Z‐axis tipper electromagnetic and broadband magnetotelluric data were used to determine three‐dimensional electrical resistivity models of the Morrison porphyry Cu–Au–Mo deposit in British Columbia. Z‐axis tipper electromagnetic data are collected with a helicopter, thus allowing rapid surveys with uniform spatial sampling. Ground‐based magnetotelluric surveys can achieve a greater exploration depth than Z‐axis tipper electromagnetic surveys, but data collection is slower and can be limited by difficult terrain. The airborne Z‐axis tipper electromagnetic tipper data and the ground magnetotelluric tipper data show good agreement at the Morrison deposit despite differences in the data collection method, spatial sampling, and collection date. Resistivity models derived from individual inversions of the Z‐axis tipper electromagnetic tipper data and magnetotelluric impedance data contain some similar features, but the Z‐axis tipper electromagnetic model appears to lack resolution below a depth of 1 km, and the magnetotelluric model suffers from non‐uniform and relatively sparse spatial sampling. The joint Z‐axis tipper electromagnetic inversion solves these issues by combining the dense spatial sampling of the airborne Z‐axis tipper electromagnetic technique and the deeper penetration of the lower frequency magnetotelluric data. The resulting joint resistivity model correlates well with the known geology and distribution of alteration at the Morrison deposit. Higher resistivity is associated with the potassic alteration zone and volcanic country rocks, whereas areas of lower resistivity agree with known faults and sedimentary units. The pyrite halo and ≥0.3% Cu zone have the moderate resistivity that is expected of disseminated sulphides. The joint Z‐axis tipper electromagnetic inversion provides an improved resistivity model by enhancing the lateral and depth resolution of resistivity features compared with the individual Z‐axis tipper electromagnetic and magnetotelluric inversions. This case study shows that a joint Z‐axis tipper electromagnetic–magnetotelluric approach effectively images the interpreted mineralised zone at the Morrison deposit and could be beneficial in exploration for disseminated sulphides at other porphyry deposits.     

孤立波与升沉水平板相互作用数值模拟研究

合理的刚度和潜深设计可以使升沉水平板获得优异的消浪性能。基于考虑流体黏性的二维不可压缩Navier-Stokes方程,以高阶紧致插值CIP(constrained interpolation profile)方法求解方程对流项,采用VOF(volume of fluid)方法重构自由液面,构建二维数值波浪水槽。采用试验数据验证模型后,研究孤立波与升沉水平板相互作用,分析相对刚度K*、相对潜深d/h、相对波高H/h对于升沉板的消浪性能和运动响应的影响,揭示升沉板对孤立波的消浪机理。研究表明:在孤立波通过时,升沉板会经历一个先上升后下降的运动,随后非线性自由振动,板下方水体近似均匀流动,且水流的垂向流动与板的垂荡方向一致;升沉板主要通过不对称涡旋脱落、浅水变形、波浪反射与辐射波转化等方式消耗孤立波能量;一定条件下,采用最优相对刚度K*=4.0和最优相对潜深d/h=0.52可以取得良好的消浪效果,此时透射系数最小,同时升沉板的运动响应在合理的范围内。     

The effective stiffness of modern unreinforced masonry walls

Code design of unreinforced masonry (URM) buildings is based on elastic analysis, which requires as input parameter the effective stiffness of URM walls. Eurocode estimates the effective stiffness as 50% of the gross sectional elastic stiffness, but comparisons with experimental results have shown that this may not yield accurate predictions. In this paper, 79 shear‐compression tests of modern URM walls of different masonry typologies from the literature are investigated. It shows that both the initial and the effective stiffness increase with increasing axial load ratio and that the effective‐to‐initial stiffness ratios are approximately 75% rather than the stipulated 50%. An empirical relationship that estimates the E‐modulus as a function of the axial load and the masonry compressive strength is proposed, yielding better estimates of the elastic modulus than the provision in Eurocode 6, which calculates the E‐modulus as a multiple of the compressive strength. For computing the ratio of the effective to initial stiffness, a mechanics‐based formulation is built on a recently developed analytical model for the force‐displacement response of URM walls. The model attributes the loss in stiffness to diagonal cracking and brick crushing, both of which are taken into account using mechanical considerations. The obtained results of the effective‐to‐initial stiffness ratio agree well with the test data. A sensitivity analysis using the validated model shows that the ratio of effective‐to‐initial stiffness is for most axial load ratios and wall geometries around 75%. Therefore, a modification of the fixed ratio of effective‐to‐initial stiffness from 50% to 75% is suggested.