考虑间歇充填和浓度效应的充填体长期强度试验研究

为探究不同充填间隔时间(FTS)和料浆浓度对胶结充填体长期强度影响机制,配制70%、72%、75%三个浓度、充填间隔时间为12、24、36、48 h的两分层胶结充填体试件,开展单轴抗压强度(UCS)试验并探究其力学特性及其破坏形式。试验结果表明,（1）胶结充填体峰值抗压强度随充填间隔时间增大而呈递减趋势,充填间隔时间一定时胶结充填体抗压强度随料浆浓度增大而增大,且峰值抗压强度与充填间隔时间呈多项式函数规律;（2）胶结充填体试件加载过程中表现为压密阶段、线弹性阶段、裂纹扩展阶段和破坏发展4个阶段,随充填间隔时间延长,胶结充填体的破坏形式可能表现为张拉破坏–拉剪破坏过渡–拉剪混合破坏的损伤模式。研究结论能够为后期充填体强度设计和稳定性控制提供有益参考。     

长江三角洲地区TZK3孔碎屑锆石U-Pb年龄及其物源意义

以TZK3孔的磁性地层学为基础,结合沉积物的岩性、结构构造及锆石年龄谱系特征,探讨沉积物的物质来源及长江贯通的时限。古地磁结果表明:96.7 m、263.3 m、603.75 m分别对应B/M界线、M/G界线、晚上新世/早上新世的界线（3.58 Ma）。锆石年龄谱系数据显示,TZK3孔的U-Pb锆石年龄主要分为5组:100~300 Ma,400~500 Ma,700~850 Ma,1800~2000 Ma,2400~2600 Ma。其中3.7 Ma的锆石年龄谱相对简单,以白垩纪（100~150 Ma）为主,物质主要来自于长江中下游的火山盆地,为近源沉积。TZK3孔3.04 Ma以来,锆石年龄谱变得复杂且主峰相对较多,表明物源区更广且加入了远源的成分。3.04 Ma的锆石年龄谱中开始出现峨眉山玄武岩年龄段（251~260 Ma）的锆石,表明在此时期长江上游的物质就已到达了长江三角洲地区,即长江贯通的时限为3.04~3.7 Ma。      

基于模型约束的Kirchhoff积分法叠前深度成像

与时间域偏移方法比较,叠前深度偏移成像方法能够适应剧烈横向速度变化、陡倾角反射的地震资料。本文通过研究Kirchhoff叠前深度偏移方法成像原理,首先建立初始速度模型;然后在初始速度模型中加入了目标地质体--盐丘作为层位,对初始速度模型进行优化,在层位的约束下通过多次迭代计算,对优化前后的两个速度模型求取旅行时差更新初始速度模型;最后利用更新后的初始速度模型进行Kirchhoff积分法叠前成像。叠前时间偏移和模型约束下的Kirchhoff积分法叠前深度偏移成像结果显示,后者成像具有更高的信噪比和分辨率。     

基于解耦传播的波场分解方法在VTI介质弹性波逆时偏移中的应用

由于弹性波逆时偏移更符合实际情况,而且转换波的成像结果有更高的分辨率,因此弹性波逆时偏移越来越受到重视。然而,弹性波逆时偏移需要多波多分量数据,为了减少成像结果中的串扰假象,在逆时偏移过程中进行P波和S波分解就变得非常必要。结合基于向量的激发振幅成像条件,我们把基于解耦传播的波场分解方法应用到弹性波逆时偏移中,并对比了其在各向同性介质和横向各向同性（VTI）介质中的应用效果。结果说明,该方法可以在各向同性介质中完全分解P波和S波,并保留波场的向量信息。虽然在VTI介质中有较小的分解残余,但是该分解残余不会在逆时偏移结果中产生明显的串扰;因此,这种波场分解方法可以应用于各向同性介质和VTI介质弹性波逆时偏移。该方法是在时间空间域实现的,可以在波场传播过程中直接对P波和S波进行分离,应用方便,计算效率高。与利用Helmholtz分解的弹性波逆时偏移相比,该方法避免了在PS波成像结果中的极性反转问题。在复杂Hess VTI模型的逆时偏移结果中,高速岩体和断层的成像清晰,甚至是两个低速薄夹层也能较好成像;这说明该方法对复杂介质具有较好的适应性。PS波成像结果中的各向异性体成像清晰,说明各向异性介质弹性波逆时偏移可以对传统逆时偏移不能很好成像的构造进行成像。     

南海北部表层颗粒有机碳的季节和年际变化遥感分析

海洋颗粒有机碳（POC）是海洋固碳的一个关键参数。为了研究南海北部陆架及海盆表层POC浓度的时空分布特征以及变化趋势,本文利用2009-2011年4个季节的实测数据,对NASA发布的MODIS/AQUA卫星月平均POC遥感产品,进行了验证和校正;并利用校正后的遥感数据分析了2003-2014年POC的时空分布特征和变化趋势。发现POC遥感产品与南海北部实测数据具有较好的线性关系（R2=0.72）,但存在系统性偏高,需利用实测数据对遥感数据进行区域性校正。分析校正后的遥感数据发现,南海北部陆架POC浓度较高,平均为（33.34±8.02）mg/m3;吕宋海峡西南海域浓度较低,平均为（29.25±6.20）mg/m3;中央海盆区浓度最低,平均为（27.02±4.84）mg/m3。春夏季POC浓度较低,最低值一般出现在5月,冬季（12月至翌年1月）POC浓度达到最高。利用2003-2014年的长时间序列遥感叶绿素（Chl a）和海表温度（SST）、混合层深度（MLD）模式数据,以及实测数据对南海北部POC浓度的影响机制进行了分析。发现POC与Chl a在秋冬呈现较好的相关关系（R2=0.51）,但在春夏季较离散,表明秋冬季生物作用对POC影响较大。2003-2014年期间,POC与Chl a、MLD及SST存在明显的年际变化,但并没有显著的上升或下降趋势。     

Sharp spatially constrained inversion with applications to transient electromagnetic data

Time‐domain electromagnetic data are conveniently inverted by using smoothly varying 1D models with fixed vertical discretization. The vertical smoothness of the obtained models stems from the application of Occam‐type regularization constraints, which are meant to address the ill‐posedness of the problem. An important side effect of such regularization, however, is that horizontal layer boundaries can no longer be accurately reproduced as the model is required to be smooth. This issue can be overcome by inverting for fewer layers with variable thicknesses; nevertheless, to decide on a particular and constant number of layers for the parameterization of a large survey inversion can be equally problematic. Here, we present a focusing regularization technique to obtain the best of both methodologies. The new focusing approach allows for accurate reconstruction of resistivity distributions using a fixed vertical discretization while preserving the capability to reproduce horizontal boundaries. The formulation is flexible and can be coupled with traditional lateral/spatial smoothness constraints in order to resolve interfaces in stratified soils with no additional hypothesis about the number of layers. The method relies on minimizing the number of layers of non‐vanishing resistivity gradient, instead of minimizing the norm of the model variation itself. This approach ensures that the results are consistent with the measured data while favouring, at the same time, the retrieval of horizontal abrupt changes. In addition, the focusing regularization can also be applied in the horizontal direction in order to promote the reconstruction of lateral boundaries such as faults. We present the theoretical framework of our regularization methodology and illustrate its capabilities by means of both synthetic and field data sets. We further demonstrate how the concept has been integrated in our existing spatially constrained inversion formalism and show its application to large‐scale time‐domain electromagnetic data inversions.     

Displacement amplification factors for steel eccentrically braced frames

Inelastic deformation capacity of links is a factor that significantly influences design of steel eccentrically braced frames (EBFs). The link rotation angle is used to describe inelastic link deformation. The link rotation angle is generally calculated by making use of design story drifts that in turn are calculated by modifying the elastic displacements by a displacement amplification factor. This paper presents a numerical study undertaken to evaluate the displacement amplification factor given in ASCE7‐10 for EBFs and the rigid‐plastic mechanism used for calculating link rotation angles. A total of 72 EBFs were designed by considering the number of stories, the bay width, the link length to bay width ratio, and the seismic hazard level as the prime variables. All structures were analyzed using elastic and inelastic time history analyses. The results indicated that the displacement amplification factor given in ASCE7‐10 provides unconservative estimates of the story drifts. On the other hand, the rigid‐plastic mechanism provides conservative estimates of link rotations. Based on the results of the numerical study, a new set of displacement amplification factors that vary along the height of the structure and modifications to the rigid‐plastic mechanism were developed. In light of the proposed modifications, the EBFs were redesigned and analyzed using inelastic time history analysis. The results indicated that the proposed modifications provide improvements for the displacement amplification factor and link rotation angle calculation procedures. Copyright © 2014 John Wiley & Sons, Ltd.     

Optimum design and application of non‐traditional tuned mass damper toward seismic response control with experimental test verification

A variant type of tuned mass damper (TMD) termed as ‘non‐traditional TMD (NTTMD)’ is recently proposed. Mainly focusing on the employment of TMD for seismic response control, especially for base‐isolated or high‐rise structures, this paper aims to derive design formulae of NTTMDs based on two methodologies with different targets. One is the fixed points theory with the performance index set as the maximum magnitude of the frequency response function of the relative displacement of the primary structure with respect to the ground acceleration, and the other is the stability maximization criterion (SMC) to make the free vibration of the primary structure decay in the minimum duration. Such optimally designed NTTMDs are compared with traditional TMDs by conducting both numerical simulations and experiments. The optimum‐designed NTTMDs are demonstrated to be more effective than the optimum‐designed traditional TMDs, with smaller stroke length required. In particular, the effectiveness of the TMDs combined with a base‐isolated structure is investigated by small‐scale model experimental tests subjected to a time scaled long period impulsive excitation, and it is demonstrated that the SMC‐based NTTMD can suppress structural free vibration responses in the minimum duration and requires much smaller accommodation space. Additionally, a small‐scale shaking table experiment on a high‐rise bending model attached with a SMC‐based NTTMD is conducted. This study indicates that NTTMD has a high potential to apply to seismic response control or retrofit of structures such as base‐isolated or central column‐integrated high‐rise structures even if only a limited space is available for accommodating TMDs. Copyright © 2015 John Wiley & Sons, Ltd.     

Accurate real‐time hybrid earthquake simulations on large‐scale MDOF steel structure with nonlinear viscous dampers

This paper presents real‐time hybrid earthquake simulation (RTHS) on a large‐scale steel structure with nonlinear viscous dampers. The test structure includes a three‐story, single‐bay moment‐resisting frame (MRF), a three‐story, single‐bay frame with a nonlinear viscous damper and associated bracing in each story (called damped braced frame (DBF)), and gravity load system with associated seismic mass and gravity loads. To achieve the accurate RTHS results presented in this paper, several factors were considered comprehensively: (1) different arrangements of substructures for the RTHS; (2) dynamic characteristics of the test setup; (3) accurate integration of the equations of motion; (4) continuous movement of the servo‐controlled hydraulic actuators; (5) appropriate feedback signals to control the RTHS; and (6) adaptive compensation for potential control errors. Unlike most previous RTHS studies, where the actuator stroke was used as the feedback to control the RTHS, the present study uses the measured displacements of the experimental substructure as the feedback for the RTHS, to enable accurate displacements to be imposed on the experimental substructure. This improvement in approach was needed because of compliance and other dynamic characteristics of the test setup, which will be present in most large‐scale RTHS. RTHS with ground motions at the design basis earthquake and maximum considered earthquake levels were successfully performed, resulting in significant nonlinear response of the test structure, which makes accurate RTHS more challenging. Two phases of RTHS were conducted: in the first phase, the DBF is the experimental substructure, and in the second phase, the DBF together with the MRF is the experimental substructure. The results from the two phases of RTHS are presented and compared with numerical simulation results. An evaluation of the results shows that the RTHS approach used in this study provides a realistic and accurate simulation of the seismic response of a large‐scale structure with rate‐dependent energy dissipating devices. Copyright © 2015 John Wiley & Sons, Ltd.     

Mass rig system for shaking table tests of slender columns

A new mass rig system is proposed to minimize the deficiencies in current shaking table testing setups. This is accomplished by placing the inertial mass on a convex path designed to impose P‐Delta demands on slender cantilever columns. The design and performance of the mass rig system, and the principles used in deriving the equations of motion and their analytical validation against results obtained from shaking table tests, are presented. Formulation of the governing equations of motion was based on Lagrangian mechanics and solved using an implicit linear acceleration method with an adaptive time step formulation. Friction developed in the sliding system was also incorporated in the equations of motion. Experimental results validated the accuracy in the derivation and solution of the equations of motion. Validated by analytical and experimental results, P‐Delta effects were found to increase the displacement demands on slender columns in the low‐frequency range of acceleration input, while in the high‐frequency range P‐Delta effects led to no increase and in some cases even a reduction in displacement demands. Copyright © 2015 John Wiley & Sons, Ltd.