comparison of locations of rushan earthquake swarm from large and small network

A notable swarm occurred in Rushan, Shandong Peninsula and its activities continue since Oct. 2013 till now. Up to Sept. 30, 2014, more than 7 000 events have been recorded, in which locatable shocks exceed 2000, and 18 events with M_L≥3.0. The swarm is rarely seen in East China for its extraordinary duration time and surprising high frequency of aftershocks. 18 temporary seismometers have been deployed around the swarm since May 6, 2014, and composed a seismic array for monitoring the swarm activities. Based on data from permanent networks and temporary array, we relocated the earthquake sequence by using hypoDD method. It has been shown that, there is obvious difference between permanent network results and temporary array results. The permanent network of Shandong has a relative large coverage gap(more than 200°)for this swarm. Its location results therefore should not be reliable. There are maybe other errors in the permanent network result due to some problems in the raw data, such as too few stations for most locatable events(3 stations), and relative lower proportion of located events in final result(74.3%, while 95.1% in temporary array result). It can be found by comparing location results from permanent network and temporary array that, using temporary array's data can improve the location accuracy significantly. The results of temporary array are: aftershocks distribution of Rushan swarm is in NWW direction, the dip-direction of fitted fault plane is SW, and the strike and dip angle agree with focal mechanism of the mainshock. Focal depths of aftershocks are at 4.5～8km; the swarm is restricted in a small area about 3km×3km×1km, and has some characteristics such as clustering, staged activities, and etc; the aftershock activities are in accord with crack growth behavior pattern, hence we deduced that there may be fluid intrusion in source area. Finally, we discussed the seismogenic structures and active mechanisms of this swarm combined with relative geologic knowledge. We draw some conclusions as follows: 1)Rushan swarm probably occurred at the boundary of rock bodies of Duogu Mountain and Haiyangsuo super-unit; 2)The seismogenic structure is a blind fault, which should be a part of adjacent Heishankuang-Jilincun Fault, or might be a new fault at rock body boundaries; 3)Rushan swarm might be an evidence for the existence of the disputed Shidao Fault.     

上海规范重力式围护墙稳定性若干问题探讨

重力式围护墙是软土地区常用的基坑支护形式,目前关于重力式围护墙的可靠度分析还不够完善,各因素对稳定性的影响机制等也存在一些疑问。以收集到的上海地区重力式围护墙实际工程为例进行可靠度分析,对水泥土重力式围护墙稳定性分析中的相关问题进行了探讨。分析结果表明,上海地区实际工程的设计安全水准通常高于规范规定值,其中水平滑动多为重力式围护工程稳定性验算的控制失效模式;通过提高插入比和墙体宽度可改善水泥土重力式围护基坑的抗倾覆、抗水平滑动稳定性的安全状态;对于整体稳定性,提高插入比较有效,墙体宽度的变化对其影响不敏感。     

Seismic shear distribution among interconnected cantilever walls of different lengths

Mid‐rise to high‐rise buildings in seismic areas are often braced by slender reinforced concrete (RC) walls, which are interconnected by RC floor diaphragms. In design, it is typically assumed that the lateral forces are distributed in proportion to the wall's elastic stiffness. Pushover analyses of systems comprising walls of different lengths have, however, shown that large compatibility forces can develop between them, which should be considered in design, but the analyses have also shown that the magnitude of the computed forces is very sensitive to the modelling assumptions. Using the results of a complex shell element model as benchmark, different simple hand‐calculation methods and inelastic beam element models are assessed and improved to yield reliable estimates of the base shear distribution among the individual walls comprising the interconnected wall system. Copyright © 2014 John Wiley & Sons, Ltd.     

Bidirectional behavior of unreinforced masonry walls

Most of the studies related to the modeling of masonry structures have by far investigated either the in‐plane (IP) or the out‐of‐plane (OP) behavior of walls. However, seismic loads mostly impose simultaneous IP and OP demands on load‐bearing or shear masonry walls. Thus, there is a need to reconsider design equations of unreinforced masonry walls by taking into account bidirectional effects. The intent of this study is to investigate the bidirectional behavior of an unreinforced masonry wall with a typical aspect ratio under different displacement‐controlled loading directions making use of finite element analysis. For this purpose, the numerical procedure is first validated against the results of the tests on walls with different failure modes conducted by the authors. Afterward, the response of the wall systems is evaluated with increasing top displacement having different orientations. A set of 19 monotonic and three cyclic loading analyses are performed, and the results are discussed in terms of the variation of failure modes and load–displacement diagrams. Moreover, the results of wall capacity in each loading condition are compared with those of the ASCE41‐06 formulations. The results indicate that the direction of the resultant force, vectorial summation of IP and OP forces, of the wall is initially proportional to the ratio of stiffness in the IP and the OP directions. However, with the increase of damage, the resultant force direction inclines towards the wall's longitudinal direction regardless of the direction of the imposed displacement. Finally, recommendations are made for applicability of ASCE41‐06 formulations under different bidirectional loading conditions. Copyright © 2014 John Wiley & Sons, Ltd.     

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.     

祁连山青海云杉(Picea crassifolia)林土壤有机碳与化学性质的相互关系

通过对祁连山大野口流域的青海云杉林大样地进行土壤剖面取样, 分析了样地土壤有机碳与pH值、养分和阳离子交换量等基本化学性质的变化规律及其相互关系. 结果表明: 随土层深度不断增加, 土壤有机碳含量逐渐减小, 在20～30 cm以下趋于稳定(P > 0.05); 土壤pH值不断增大, 仅在0～10 cm与10～20 cm差异显著(P<0.05); 土壤全氮、速效氮、全磷和阳离子交换量不断减小, 全氮含量在30～40 cm以下趋于稳定(P > 0.05), 速效氮含量变化剧烈(P<0.05), 全磷含量差异性不显著(P > 0.05), 阳离子交换量与有机碳含量变化规律相同; 土壤速效磷、全钾和速效钾含量没有明显的变化规律, 速效磷和全钾含量差异性不显著(P > 0.05), 速效钾含量仅在0～10 cm与10～20 cm差异显著(P<0.05). 土壤有机碳与全氮、速效氮、全磷、速效磷、速效钾和阳离子交换量之间呈极显著和显著正相关, 与土壤pH值和全钾含量之间呈极显著和显著负相关. 土壤有机碳与其他基本化学性质的回归方程具有较高精度(R²=0.793), 影响土壤有机碳含量的主要化学因子依次为土壤阳离子交换量、速效钾和全磷含量.     

养殖大黄鱼在自然海区降温不同阶段抗氧化水平及血清酶活性的变化

为了解越冬期间水温下降对大黄鱼抗氧化水平和血清酶活性的影响, 作者研究了养殖大黄鱼(Pseudosciaena crocea)冬季海区自然降温不同阶段(20、16、12、10、8℃)肝脏和肌肉中抗氧化水平及血清酶活性的变化。结果显示: 自然降温过程中, 肝脏中3 种抗氧化酶变化趋势不同, 其中SOD 活性呈升高趋势, 8℃时SOD活性最强; POD 活性呈先升高后降低的变化趋势, 16℃时活性最高; CAT 活性呈下降趋势; 而肌肉中这3 种抗氧化酶活性均呈下降趋势。肝脏中GSH 和MDA 含量在16℃时最高; 肌肉中的3 种抗氧化酶活性、GSH 和MDA 含量以及总抗氧化能力(T-AOC)均明显低于肝脏中, 反映了肝脏对清除自由基具有重要作用, 在抗氧化调节方面起到主要作用。血清酶ALT、AST、ALP、LDH 及CK-MB 随水温自然下降酶活性均呈现降低趋势, 即20℃时酶活性最强; CK 和LIP 随着水温降低, 呈先上升再下降的趋势; ADA 和GGT 随水温降低活性呈上升趋势。血清酶的不同变化, 说明水温对大黄鱼血清酶活性有一定的影响。     

改进的移动粒子半隐式法模拟楔形体入水砰击

移动粒子半隐式法(Moving-Particle Semi-Implicit Method,MPS)是一种新的基于拉格朗日(Lagrange)理念的无网格方法,适用于模拟自由液面的大变形和水流的喷射现象。用基于大涡模拟的改进MPS法首先模拟了矩形体的入水砰击,砰击压力的计算结果证明了这种方法的正确性,然后模拟了楔形体的匀速入水砰击,并与实验结果进行了对比,验证了大涡模拟改进MPS法在砰击问题中的适用性。     

大型地下洞室对穿预应力锚索失效形式与耦合模型

以锦屏二级水电站地下厂房与主变室之间中隔墙的多根对穿预应力锚索失效实例为背景,首先总结对穿预应力锚索失效的多种现场表现形式,采用现场取证和室内试验再现的方式论证锚索钢绞线断裂的拉破坏模式。将对穿锚索视为弹脆性体,被锚固围岩视为黏弹性体,提出描述对穿预应力锚索与被锚固围岩之间相互作用关系的锚索-围岩耦合元件模型,并据此分别阐明在洞室开挖卸荷阶段和围岩时效变形阶段中预应力锚索的力学响应机制和荷载变化规律。最后,在现场调研、室内试验和机制分析基础上,综合分析导致锦屏二级水电站地下厂房与主变室之间对穿锚索失效的主要原因,并探讨对穿预应力锚索与被锚固围岩之间对立统一的矛盾关系以及大型洞室群预应力锚索支护时机问题。