航空瞬变电磁法对地下典型目标体的探测能力研究

航空电磁法的探测能力受飞行高度、发射波形、发射磁矩和发射基频等因素的影响,致使不同分量间的勘探能力存在差异.航空电磁如对所有磁场和磁感应分量、on-和off-time数据进行观测和解释,不仅数据量大、耗时长,而且出现大量冗余数据.目前国内针对此问题尚无系统解决方法.本文针对吊舱式直升机航空电磁系统,采用积分方程法求解频率域响应,经汉克尔变换转换到时间域,计算了地下三维目标体的B和dB/dt时间域响应.利用异常体响应与背景场响应作比值,并通过设定响应阀值定义最大勘探深度,进而分析不同发射波形、不同分量以及on-和off-time期间的航空电磁系统的探测能力.基于本文分析手段,可根据实际勘探目标,确定一套探测能力较强的航空电磁最佳参数组合,为野外测量和数据处理提供技术指导,高效完成勘探任务.     

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.     

陆地惯性重力测量静态试验研究

利用高精度捷联式惯性测量设备开展测定重力场的初步静态试验,并对静态惯性重力测量影响因素作初步探讨。静态测试表明,基于试验采用IMU内置的石英挠性加速度计,在稳定的观测环境下通过30 s的滑动平均滤波可以消除高频噪声,得到标准差约为1.5 mGal的重力观测值,但仪器自身的不稳定性和环境变化引起的漂移会使重力观测值呈线性增大的趋势。针对该变化,通过回归分析进行拟合,并结合初始重力已知点上观测得到的初始偏移量,在车载试验中对零速修正点上的静态重力测量误差进行补偿,使大多数点上的重力观测精度由12~20 mGal提升至优于2 mGal。     

AlphaGUARD P2000便携测氡仪在地震观测中的应用与实验研究

目前用于地下水中氡浓度观测的仪器,特别是模拟氡观测仪器的更新换代相当缓慢,且普遍采用的FD-105K型静电计和FD-125型氡钍分析器均采用人工鼓泡、读数,存在一定的人为误差。经实验研究认为AlphaGUARD P2000便携测氡仪完全采用自动鼓泡和读数,可避免人工操作带来的误差,提高水氡观测质量,利于捕捉地震异常信息。同时,AlphaGUARAD P2000便携测氡仪携带方便、自带电源、操作简单,可用于野外观测、异常核实和土壤氡的测量,拓展地震地下流体中氡的观测范围。     

被动桩水平位移荷载施加位置的探讨

被动桩是指一种由于土体水平位移而发生挠曲变形的桩。目前不论是室内试验还是数值计算,常在模型边界对土体施加水平位移荷载（位移边界条件）形成土体的位移场,用来研究被动桩的变形特征,但不同研究者采用的水平位移施加位置（边界位置）与被动桩的距离存在较大差异。结合一个工程案例,采用有限单元法对水平位移加载位置进行了单变量参数分析。研究表明,随着水平位移加载位置与被动桩距离的增加,桩身变形显著减小。这表明了施加位移边界后地基中存在明显的应力扩散。当该距离小于5.5倍桩径时,在模型边界施加同等大小的水平位移所需应力显著增加。同时讨论了水平荷载加载位置与被动桩距离的合理范围,认为应在5～8倍桩径范围之内。     

牵引式滑坡推力计算方法研究

三峡工程运行期间引发大量库区滑坡地质灾害,由于库区水位及降雨等联合影响,使得牵引式滑坡在库区滑坡中占有相当的比例。通过对库区牵引式滑坡形成机制研究,根据变形破坏模式,把牵引式滑坡分为牵引区（初始滑动区）和被牵引区,分析牵引式滑坡在演化过程中牵引区滑体与被牵引区滑体之间的相互依存关系,针对其相互作用力学特征建立合理的物理和数学力学计算模型,初步推导牵引式滑坡推力计算公式,为抗滑桩设计提供合理的设计推力。以三峡库区朱家店牵引式滑坡为例,在确定被牵引区滑体对牵引区滑体存在推力作用情况下,通过推力计算表明,推导出的公式计算得到牵引区滑体的设计推力比单独计算牵引区滑体设计推力更大,相比将牵引区滑体和被牵引区滑体视为整体计算设计推力更小,说明此方法计算的推力用于抗滑结构设计可以达到既安全又经济的效果,为牵引式滑坡治理设计提供新的思路。     

特超稠油油藏水平井蒸汽驱油物理模拟实验

以胜利油田A区块特超稠油油藏为目标区块,自主研发了高温高压二维比例物理模型,研究了不同开发阶段水平井蒸汽驱油机理,开展了油藏压力、井底干 度、注汽强度对水平井蒸汽驱的效果影响的研究。物模实验结果显示,蒸汽驱整个过程分为三个阶段：存水回采期、汽驱受效期、蒸汽突破期。存水回采期蒸汽腔向水平方向扩展,以水平驱替方式为主 ;汽驱受效期蒸汽腔向垂向和水平方向扩展,以水平驱替方式为主,纵向泄油为辅;后期蒸汽突破,蒸汽腔继续向上方扩展,以纵向泄油为主,实现油层整体动用。5 MPa时转蒸汽驱的采出程度高于7 MPa时转蒸汽驱的采出程度;蒸汽驱的井底蒸汽干度应不低于0.4,蒸汽干度越高,水平井蒸汽驱的开发效果越好;注汽强度为1.9 t/(d·ha·m)时温度场最为发育。同时,在高压下提高干度可实现水 平井蒸汽驱的有效开发。以上的实验结果较好地指导了胜利油田A区块特超稠油油藏水平井蒸汽驱开发,取得了明显的开发效果,该研究对于类似稠油和超稠油油藏水平井蒸汽驱开发具有重要的指导意义 。     

Hybrid simulation testing of a self‐centering rocking steel braced frame system

The self‐centering rocking steel frame is a seismic force resisting system in which a gap is allowed to form between a concentrically braced steel frame and the foundation. Downward vertical force applied to the rocking frame by post‐tensioning acts to close the uplifting gap and thus produces a restoring force. A key feature of the system is replaceable energy‐dissipating devices that act as structural fuses by producing high initial system stiffness and then yielding to dissipate energy from the input loading and protect the remaining portions of the structure from damage. In this research, a series of large‐scale hybrid simulation tests were performed to investigate the seismic performance of the self‐centering rocking steel frame and in particular, the ability of the controlled rocking system to self‐center the entire building. The hybrid simulation experiments were conducted in conjunction with computational modules, one that simulated the destabilizing P‐Δ effect and another module that simulated the hysteretic behavior of the rest of the building including simple composite steel/concrete shear beam‐to‐column connections and partition walls. These tests complement a series of quasi‐static cyclic and dynamic shake table tests that have been conducted on this system in prior work. The hybrid simulation tests validated the expected seismic performance as the system was subjected to ground motions in excess of the maximum considered earthquake, produced virtually no residual drift after every ground motion, did not produce inelasticity in the steel frame or post‐tensioning, and concentrated the inelasticity in fuse elements that were easily replaced. Copyright © 2014 John Wiley & Sons, Ltd.     

Seismic design and testing of the bottom vertical boundary elements in steel plate shear walls. Part 1: design methodology

This research investigates the seismic design method and the cyclic inelastic behavior of the bottom column, also called the vertical boundary element (VBE), in steel plate shear walls (SPSWs). This study consists of two parts. This Part 1 paper discusses the anticipated pushover responses for properly designed SPSWs and the possible inelastic responses of the bottom VBE at various levels of inter‐story drift. Considering both the tension field action of the infill panel and the sway action of the boundary frame, this study develops a simplified method to compute the flexural and shear demands in the bottom VBE. Based on the superposition method, this approach considers various plastic hinge forming locations at different levels of inter‐story drift. One of the key performance‐based design objectives is to ensure that the top ends of the bottom VBEs remain elastic when the SPSWs are subjected to the maximum considered earthquake. This paper presents the comprehensive design procedures for the bottom VBE. Furthermore, this study conducted cyclic performance evaluation tests of three full‐scale two‐story SPSWs at the Taiwan National Center for Research on Earthquake Engineering in 2011 to validate the effectiveness of the proposed design methods. The experimental program, cyclic inelastic responses of the SPSWs and bottom VBEs, and numerical simulations are presented in Part 2. Copyright © 2014 John Wiley & Sons, Ltd.     

Response of a RC pile group in liquefiable soil: A shake-table investigation

Soil liquefaction induced by earthquakes frequently cause costly damage to pile foundations. However, various aspects of the dynamic behavior and failure mechanisms of piles in liquefiable soils still remain unclear. This paper presents a shake-table experiment conducted to investigate the dynamic behavior of a reinforced-concrete (RC) elevated cap pile foundation during (and prior to) soil liquefaction. Particular attention was paid to the failure mechanism of the piles during a strong shaking event. The experimental results indicate that decreasing the frequency and increasing the amplitude of earthquake excitation increased the pile bending moment as well as the speed of the excess pore pressure buildup in the free-field. The critical pile failure mode in the conducted testing configuration was found to be of the bending type, which was also confirmed by a representative nonlinear numerical model of the RC pile. The experimental results of this study can be used to calibrate numerical models and provide insights on seismic pile analysis and design.