Dynamic properties of the hysteretic Bouc-Wen model

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Sweden:LPJ-GUESS

Sweden:LPJ-GUESS

Sweden: LPJ-GUESSThe name of the group: Department of Physical Geography and Ecosystem AnalysisName, title and affiliation of Principal investigator: Assoc. Prof. Almut Arneth; Assoc. Prof. Ben Smith Name and affiliation of contact point, incl. detailed address: Almut Arneth & Ben Smith, INES,Sölvegatan12,22362Lund,*****************************.se;*******************.seURL: http://www.nateko.lu.se/INES/Svenska/main.aspPartner institutions: PIK, SMHI/EC-EARTHWhich components:land sfc yesatmospheric chemistry yesProject Description:LPJ-GUESS (Smith et al., 2001; Hickler et al., 2004) is a generalized, process-based model of vegetation dynamics and biogeochemistry designed for regional to global applications. It combines features of the widely used Lund-Potsdam-Jena Dynamic Global Vegetation Model (LPJ-DGVM; Sitch et al., 2003) with those of the General Ecosys-tem Simulator (GUESS; Smith et al., 2001) in a single, flexible modeling framework. The models have identical representations of ecophysiological and biogeochemical processes, including the hydrological cycle updates d e-scribed in Gerten et al. (2004). They differ in the level of detail with which vegetation dynamics and canopy stru c-ture are simulated: simplified, computationally efficient representations are used in the LPJ-DGVM, while in GUESS a "gap-model" approach is used which is particularly suitable for continental to regional simulations. Tepre-sentations of stochastic establishment, individual tree mortality and disturbance events ensure representation of suc-cessional vegetation dynamics which is important for vegetation response to extreme events.LPJ-GUESS models terrestrial carbon and water cycle from days to millennia (Sitch et al. 2003; Koca et al. 2006; Morales et al. 2005, 2007) and has been shown to reproduce the CO2 fertilisation effects seen in FACE sites (Hickler et al. in press). It has been widely applied to assess impacts on carbon cycle and veg etation based on scenarios from climate models (Gritti et al. 2006; Koca et al. 2006; Morales et al. 2007; Olesen et al. 2007). In addition it has several unique features that are currently not available in any of the Earth System Models:(1) A process-based description for the main biogenic volatile organic compounds (BVOC) emitted by vegetation. BVOC are crucial for air chemistry and climate models, since they contribute to formation and destruction of trop o-spheric O3 (depending on presence and absence of NOx), constrain the atmospheric lifetime of methane, and are key precursors to secondary organic aerosol formation. LPJ-GUESS is the only land surface model with a mechanistic BVOC representation that links their production to photosynthesis. It also uniquely accounts for the recently disco v-ered direct CO2-BVOC inhibition which has been shown to fundamentally alter future and past emissions compared to empirical BVOC algorithms that neglect this effect (Arneth et al., 2007a,b). (2) The possibility to simulate past and present vegetation description on a tree species (as well as PFT) level (Miller et al., in press, Hickler et al., 2004). This is crucial for simulations of BVOC and other reactive trace gases and allows for a much better represe ntation of vegetation heterogeneity in regional and continental atmospheric chemistry-climate studies (Arneth et al., 2007b), an important aspect since spatial heterogeneity must be accounted for with atmospherically reactive chemical species. (3) LPJ-GUESS accounts for deforestation by early human agriculture throughout the Holocene and the effects on global carbon cycle and atmospheric CO2 concentration (Olofsson & Hickler 2007). We currently investigate the impor-tance of Holocene human deforestation on BVOC and fire trace gas and aerosol emissions, and how these may affect Holocene CH4 levels, and simulations of pre-industrial O3. (4) LPJ-GUESS accounts for deforestation by early human agriculture throughout the Holocene and the effects on global carbon cycle and atmospheric CO2 concentra-tion (Olofsson & Hickler 2007). We currently investigate the importance of Holocene human deforestation on BVOC and fire trace gas and aerosol emissions, and how these may affect Holocene CH4 levels, and simulations of pre-industrial O3. (5) A novel global process-based fire description, SPITFIRE (Thonicke et al., 2007) has been incorporated; it is currently used to study effects of climate change and of human vs. natural ignition on carbon cycle and trace gas emissions in savanna ecosystems. (6) Prognostic schemes for agricultural and forest land use that p a-rameterise farmer and forestmanagement decisions under changing climate and productivity. The agricultural scheme has been implemented and applied at the global scale (Bondeau et al. 2007), the forest management scheme in a prototype form for Sweden (Koca et al. 2006). (7) Incorporation of a permafrost module, wetland processes and methane emissions, as well as vegetation nitrogen cycle is in progress.The vegetation dynamics module of LPJ-GUESS has been coupled to the land surface scheme of the Rossby Centre regional climate model RCA3 (Jones et al. 2004a,b) and is being applied to investigate biophysical feedbacks of land surface changes on climate at the regional scale in Europe. The above listed process descriptions are also applicable and available to global ESMs.(References available on request)。

RC框架梁柱子结构抗连续倒塌性能不确定性分析

RC框架梁柱子结构抗连续倒塌性能不确定性分析

文章编号:1000-4750(2021)06-0072-09RC 框架梁柱子结构抗连续倒塌性能不确定性分析陈泽帆1,林楷奇1,陆新征2,李 易3(1. 福州大学土木工程学院,福州 350116;2. 清华大学土木工程安全与耐久教育部重点试验室,北京 100084;3. 北京工业大学城市与工程安全减灾教育部重点实验室,北京 100124)摘 要:近年来,结构的抗连续倒塌问题在国内外引起了广泛关注。

RC 框架作为实际工程中最常见的结构形式被广泛研究。

然而,已有RC 框架梁柱子结构的连续倒塌性能相关研究多基于确定性分析且主要针对静力拆除构件工况。

该文基于OpenSees 分别建立了典型RC 框架梁柱子结构的静力和动力连续倒塌分析有限元模型,通过试验对比验证了模型的准确性。

在此基础上,考虑结构截面几何属性、材料特性等不确定性因素,基于拉丁超立方抽样生成不同模型并分析了结构不确定性对RC 框架梁柱子结构静力和动力抗连续倒塌性能的影响。

参数不确定性分析结果表明:悬链线机制对RC 框架梁柱子结构的抗连续倒塌性能十分重要;而以梁端转角达到0.20 rad 作为RC 框架梁柱子结构动力失效指标在一定程度上偏于保守。

参数敏感性分析结果表明:纵筋屈服强度、极限强度为影响RC 框架梁柱子结构抗连续倒塌能力的主要因素。

关键词:钢筋混凝土框架;连续倒塌;不确定性分析;拉丁超立方抽样;有限元分析中图分类号:TU352.1 文献标志码:A doi: 10.6052/j.issn.1000-4750.2020.07.0464UNCERTAINTY ANALYSIS ON PROGRESSIVE COLLAPSE RESISTANCEOF RC BEAM-COLUMN SUBSTRUCTURESCHEN Ze-fan 1, LIN Kai-qi 1, LU Xin-zheng 2, LI Yi3(1. College of Civil Engineering, Fuzhou University, Fuzhou 350116, China;2. Key Laboratory of Civil Engineering Safety and Durability of China Education Ministry, Tsinghua University, Beijing 100084, China;3. Key Laboratory of Urban Security and Disaster Engineering of Ministry of Education, Beijing University of Technology, Beijing 100124, China)Abstract: In recent years, the problem of progressive collapse of building structures has aroused widespread concern at home and abroad. As one of the most commonly used structure systems in engineering practice, the reinforced concrete (RC) frame structures have been widely involved in many existing progressive collapse studies. However, most of the studies were mainly based on deterministic and static analyses of column removal scenarios. In this study, the finite element (FE) model of a typical RC frame beam-column substructure is built based on OpenSees. Both static and dynamic progressive collapse analyses of the beam-column substructure are performed and validated against the experimental results. Furthermore, several structural models were generated for the uncertainty analyses by the Latin hypercube sampling method. The influences of various uncertainty factors are discussed, including the sectional geometries, material properties and so on. The results indicate that the catenary action plays a crucial role in RC frame beam-column substructures against progressive collapse.However, the use of 0.2 rad chord rotation as the failure index in the dynamic progressive collapse analyses is to a certain extent conservative. Moreover, according to the sensitivity analyses, the yield strength and ultimate strength of the longitudinal reinforcement are the major factors that affect the progressive collapse resistance of收稿日期:2020-07-19;修改日期:2020-09-26基金项目:国家自然科学基金项目(51908133)通讯作者:林楷奇(1990−),男,福建福州人,副教授,博士,主要从事结构工程研究(E-mail: ****************).作者简介:陈泽帆(1997−),男,福建龙岩人,硕士生,主要从事结构抗连续倒塌研究(E-mail: ****************);陆新征(1978−),男,安徽芜湖人,教授,博士,主要从事结构非线性仿真研究(E-mail: *****************.cn );李 易(1981−),男,湖北襄阳人,副研究员,博士,主要从事工程结构防灾减灾研究(E-mail: *************.cn ).第 38 卷第 6 期Vol.38 No.6工 程 力 学2021年6 月June2021ENGINEERING MECHANICS72RC frame beam-column substructures.Key words: reinforced concrete frame; progressive collapse; uncertainty analysis; Latin hypercube sampling;finite element analysis在美国土木工程协会的ASEC/SEI 7-10[1]中,结构的连续倒塌定义为:“由于初始的局部破坏在构件间扩散,最终导致结构整体倒塌或大面积的不成比例倒塌”。

粘滞流体阻尼器的力学性能试验研究

粘滞流体阻尼器的力学性能试验研究

0引言钢筋混凝土框架结构在实际工程中应用广泛,中国的多次震害调查显示,强震作用下钢筋混凝土框架结构往往易于发生较严重的损伤破坏甚至倒塌,因此,提高建筑物抗震能力,尽量降低地震所造成的破坏,显得尤为重要。

在具体方法上,除沿袭传统的抗震思路提高结构自身的抗震性能外,也可以采用消能减震技术,通过在建筑物的抗侧力体系中设置消能部件,由消能部件的相对变形和相对速度提供附加阻尼,来消耗输入结构的地震能量,减小结构的地震响应,提高建筑物抗震水平。

工程减震设计中常采用粘滞阻尼器作为消能减震部件,粘滞阻尼器(Viscous Fluid Damper ,简称VFD )是一种速度相关型阻尼器,阻尼器中的液体在运动过程中产生的阻尼力总是与结构速度方向相反,从而使结构在运动过程中消耗能量,达到耗能减震的目的,然而,一些阻尼器生厂商生产的产品中含有摩擦力,阻尼器在地震作用下并不能按照其所给结构参数工作,据此,本文进行了试验研究,并提出了考虑摩擦力影响的黏滞阻尼器的阻尼力计算公式。

1粘滞流体阻尼器的传统力学模型根据粘滞阻尼器产生阻尼力的原理的不同,可将阻尼器分为:利用封闭填充材料流动阻抗的“流动阻抗式”和利用粘滞体剪切阻抗的“剪切阻抗式”两类。

文中采用的是流动阻抗式粘滞阻尼器。

流动阻抗式粘滞阻尼器是一种典型的速度相关型阻尼器,根据阻尼指数α的取值可将粘滞阻尼器分为两类:当α=1时,为线性粘滞阻尼器;当α≠1时,为非线性粘滞阻尼器。

其表达式为F=CV α(1)式中C 为阻尼系数,V 为结构的速度,α为阻尼指数,其中阻尼指数α是粘滞阻尼器消能减振性能的重要指标之一。

α越小,表现出的非线性越强,阻尼器对速度的敏感性越高,即在很小的相对速度下就能输出较大的阻尼力,且阻尼力-位移曲线也越饱满,更能有效地减少结构振动。

因此,为了保证减震效果,需要对粘滞阻尼器进行性能试验研究,通过试验判断阻尼器实际的结构参数是否与厂家提供的一致,如果有误差,则应针对该类阻尼器提出新的力学计算模型,以供减震结构的分析和参考。

Dynamite Prophet

Dynamite Prophet
Specifications
The following specifications are standard on your Dynamite Prophet AC Battery Charger: • Maximum charge power of 25W • LED charge indicators for each charge current; 0.5A, 1.0A and 2.0A • Operating temperature: 0°C to +50°C
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The following terms are used throughout the product literature to indicate various levels of potential harm when operating this product: NOTICE: Procedures, which if not properly followed, create a possibility of physical property damage AND a little or no possibility of injury. CAUTION: Procedures, which if not properly followed, create the probability of physical property damage AND a possibility of serious injury. WARNING: Procedures, which if not properly followed, create the probability of property damage, collateral damage, and serious injury OR create a high probability of superficial injury.

The Physical Properties of Enzymes

The Physical Properties of Enzymes

The Physical Properties of EnzymesEnzymes are biological catalysts that speed up chemical reactions in living organisms. They play a crucial role in numerous biochemical processes, from digestion to DNA replication. The physical properties of enzymes determine their function and efficiency in catalyzing reactions.One of the most important physical properties of enzymes is their shape. Enzymes are often described as "lock-and-key" structures, where the enzyme is the lock and the substrate (the molecule the enzyme acts upon) is the key. The enzyme's active site is precisely shaped to fit the substrate, allowing for a tightly controlled reaction. Enzymes need to maintain their shape to function properly, which is why pH and temperature can affect enzyme activity.pH is a measure of acidity or basicity. Enzymes have a specific optimal pH range in which they function best. For example, pepsin, an enzyme that helps digest protein in the stomach, has an optimal pH of around 2.0, which is highly acidic. In contrast, trypsin, which is found in the small intestine, has an optimal pH of around 8.0, which is slightly basic. Deviations from an enzyme's optimal pH will alter the charge distribution of the amino acids that make up the active site, which can distort the enzyme's shape and decrease its activity.Temperature also affects enzyme activity. Like any chemical reaction, enzymatic reactions require energy to proceed. Increasing the temperature will increase the kinetic energy of the enzyme and substrate molecules, making them more likely to collide and react. However, there is an optimal temperature range for enzyme activity, and beyond that range, heat can denature the enzyme and permanently alter its shape. For example, the enzyme amylase, which aids in the digestion of carbohydrates, has an optimal temperature range of around 37-45°C (body temperature), but at 60°C, it begins to denature.Enzyme concentration is another physical property that affects their activity. The more enzymes present, the faster the reaction can occur, as long as there is enoughsubstrate to bind to all the active sites. However, at some point, adding more enzymes will not increase the reaction rate, since all the active sites are being used and increasing enzyme concentration won't cause the reaction to happen any faster.Enzyme inhibitors are substances that interfere with enzyme activity, often by binding to the enzyme and altering its shape. Competitive inhibitors bind to the active site and prevent the substrate from binding, while noncompetitive inhibitors bind to another part of the enzyme and change its shape so that the substrate can no longer bind. For example, cyanide is a noncompetitive inhibitor of the enzyme cytochrome c oxidase, which is involved in cellular respiration. Cyanide binds to the enzyme's heme group, a crucial part of its structure, preventing it from functioning and ultimately causing cell death.In summary, enzymes are biological catalysts that speed up chemical reactions in living organisms. Their physical properties, such as shape, pH and temperature range, concentration and susceptibility to inhibitors, determine their function and efficiency in catalyzing reactions. Understanding these properties is crucial for understanding the role of enzymes in biochemical processes and for developing drugs that target specific enzymes.。

外文翻译--弹塑性分析方钢管混凝土框架结构的抗震性能 英文版

外文翻译--弹塑性分析方钢管混凝土框架结构的抗震性能 英文版

TSINGHUA SCIENCE AND TECHNOLOGYISSN1007-021420/21pp124-130Volume11,Number1,February2006Push-Over Analysis of the Seismic Behavior of a Concrete-Filled Rectangular Tubular Frame Structure*NIE Jianguo (聂建国) **, QIN Kai (秦凯), XIAO Yan (肖岩)Department of Civil Engineering, Tsinghua University, Beijing 100084, China;†Department of Civil Engineering, University of Southern California, Los Angeles, CA 90089, USAAbstract: To investigate the seismic behavior of concrete-filled rectangular steel tube (CFRT) structures, a push-over analysis of a 10-story moment resisting frame (MRF) composed of CFRT columns and steel beams was conducted. The results show that push-over analysis is sensitive to the lateral load patterns, so the use of at least two load patterns that are expected to bound the inertia force distributions is recom-mended. The -Mφ curves and -N M interaction surfaces of the CFRT columns calculated either by Han’s formulae or by the USC-RC program (reinforced concrete program put forward by University of Southern Califonia) are suitable for future push-over analyses of CFRT structures. The -P∆effect affects the MRF seismic behavior seriously, and so should be taken into account in MRF seismic analysis. In addition, three kinds of RC structures were analyzed to allow a comparison of the earthquake resistance behavior of CFRT structures and RC structures. The results show that the ductility and seismic performance of CFRT struc-tures are superior to those of RC structures. Consequently, CFRT structures are recommended in seismic regions.Key words: concrete-filled rectangular steel tube; push-over analysis; capacity curve; reinforced concreteIntroductionOver the past twenty years the static push-over proce-dure has been presented and developed by several au-thors, including Saiidi and Sozen[1], Fajfar and Gasper-sic[2], Bracci et al.[3], amongst others. This method is also described and recommended as a tool for design and assessment purposes for the seismic rehabilitation of existing buildings[4]. The purpose of push-over analysis is to evaluate the expected performance of a structural system by estimating its strength and defor-mation demands in design earthquakes by means of a static inelastic analysis, and by comparing these de-mands to available capacities at the performance levels. Push-over analysis is basically a nonlinear static analysis that is performed by imposing an assumed dis-tribution of lateral loads over the height of a structure and increasing the lateral loads monotonically from zero to the ultimate level corresponding to the incipient collapse of the structure. The gravity load remains con-stant during the analysis. Push-over analysis is very useful in estimating the following characteristics of a structure: 1) the capacity of the structure as represented by the base shear versus top displacement graph; 2) the maximum rotation and ductility of critical members; 3) the distribution of plastic hinges at the ultimate load; and 4) the distribution of damage in the structure, as expressed in the form of local damage indices at the ul-timate load. Although push-over analyses of reinforced﹡Received: 2004-06-30; revised: 2004-11-07Supported by the Overseas Youth Cooperative Foundation of the National Natural Science Foundation of China (No. 50128807)﹡﹡To whom correspondence should be addressed.E-mail: niejg@; Tel: 86-10-62772457NIE Jianguo (聂建国) et al Push-Over Analysis of the Seismic Behavior of …125 concrete (RC) structures and steel structures have beencarried out by many researchers and designers, at present push-over analyses for the concrete-filled steel tube (CFT) structures are rarely reported in the literature.CFT columns have become increasingly popular in structural applications. This is partly due to their ex-cellent earthquake resistant properties such as high strength, high ductility, and large energy absorption capacity [5]. At present, theoretical analysis of these structures focuses mostly on the static behavior of the CFT members, such that the seismic responses of the CFT structures have been rarely studied. Some re-search on the seismic behavior of CFT structures is, however, documented in the literature. The elasto-plastic time-history analysis of CFT structures has been discussed by Li et al.[6] Their results show that no irreparable damage occurs in structures under in-tense earthquake loading, which demonstrates that CFT structures excel in seismic performance. The seismic behaviors of four kinds of 5-story frame structures that are composed of CFT and of RC col-umns have been studied by Huang et al.[7] The SAP2000 program was used in the time-history analyses for calculating the seismic responses of the structures. The dynamic behavior and earthquake re-sponse of the CFT and RC structures were analyzed. The authors conclude that the earthquake resistance behavior of CFT structures is excellent compared to that of RC structures. Experimental investigation of a 2-span, 3-story model of a CFT frame has been car-ried out under vertical stable loads and lateral cyclic loads by Li et al.[8] Based on the CFT frame model experiment, a nonlinear finite element analysis wascompleted [9]. The calculated results coincided with the test results, providing a practical method for the seismic design of CFT frames. Although the seismic behavior of CFT frame structures has been investi-gated by many researchers in recent years, the differ-ent elasto-plastic analysis methods are confined by their rationality, applicability, and efficiency. These methods need to be modified regarding aspects of their mechanical models, hysteretic characteristics, and calculation efficiency, and more experimental re-search still needs to be carried out to check the accu-racy of these analysis methods.Although concrete-filled steel rectangular tubular columns are inferior to concrete-filled steel circular tubular columns in terms of bearing capacity, they are superior in many other aspects, such as beam-column connection constructability, stability, and fire resis-tance. Therefore, they are increasingly used for high-rise buildings in many countries all around the world. However, application of concrete-filled rectangular steel tube (CFRT) structures is still restricted because of the lack of engineering information on the overall seismic behavior of CFRT structures. For the purpose of investigating the seismic responses under severe earthquake conditions, a push-over analysis of a 10-story CFRT structure has been carried out and is re-ported in this paper.1 Push-Over AnalysisA 10-story moment resisting frame structure that is com-posed of concrete-filled rectangular steel tube columns and steel beams was studied. The plan, elevation, andtypical cross-sections of structural members of the CFRTFig. 1 Plan, elevation, and typical cross-sections of structural members of the CFRT structure (mm)Tsinghua Science and Technology, February 2006, 11(1): 124-130 126structure are shown in Fig. 1. The SAP2000 programis used for the push-over analysis of the CFRT struc-ture. The floors of the building are 100 mm deep, andare modeled as shell elements in SAP2000. The di-mensions and material properties of the structuralmembers are shown in Table 1. In SAP2000 theCFRT columns and steel beams are modeled as frameelements.Table 1 Dimensions and material properties of thestrutural members of the CFRT structureStory No. Steel beams(mm)CFRT columns(mm)1,2 7003001324 700203 7003001324 700184-6 6923001320 700187-10 6923001320 70016 Material property Q345 Q345C401.1 Hinge propertiesIn frame structures plastic hinges usually form at the ends of beams and columns under earthquake action. For beam elements, plastic hinges are mostly caused by uniaxial bending moments, whereas for column elements, plastic hinges are mostly caused by axial loads and biaxial bending moments. Therefore, in push-over analysis different types of plastic hinges should be applied for the beam elements and the col-umn elements separately.In SAP2000, the M3 hinge is used to simulate the plastic hinge caused by uniaxial moment, so user-defined M3 hinges are applied to the steel beams in this model. To calculate moment-rotation curves of the steel beams, the following assumptions are adopted: 1) a classical bilinear isotropic hardening model is applied to represent the stress-strain behav-ior of the steel beam; and 2) plane sections remain plane. The typical M-φ curve for the steel beams is shown in Fig. 2.Fig. 2 M-φcurve of steel beams in the 1st-3rd storiesSimilarly, the PMM hinge is used by SAP2000 to simulate the plastic hinge caused by axial load and biaxial bending moments. User-defined PMM hinges are therefore applied to the CFRT columns in this model. The M-φ curves and N-M interaction surfaces of the CFRT columns are calculated using both Han’s formulae[10] and the USC-RC program(RC program put forward by University of Southern California), for the purpose of comparison. The typical N−M interac-tion surface and M-φ curve of the CFRT columns areshown in Fig. 3.Fig. 3 -N M interaction surface and -Mφ curve of CFRT columns in the 1st and 2nd stories1.2 Lateral load patternsThe lateral load patterns are intended to represent the distribution of inertia forces in a design earthquake[11]. It is clear that the distribution of inertia forces will vary with the severity of the earthquake (i.e., the extent of inelastic deformations) and with time during an earthquake. Since no single load pattern can capture the variations in the local demands expected in a de-sign earthquake, two lateral load patterns that are ex-pected to bound the inertia force distributions are used in this push-over analysis. One is an inverted triangular lateral load pattern calculated by the base shear method; the other is the design lateral load pattern calculated using SAP2000 including higher mode effects. TheNIE Jianguo (聂建国) et al Push-Over Analysis of the Seismic Behavior of (127)horizontal loads are applied in the X-direction and Y-direction in turn for the purpose of investigating the seismic behavior of the whole structure.As Dong et al. mentioned in Ref. [12], the -P∆ effect seriously affects the stability of an unbraced frame. There-fore, push-over analyses with and without accounting for the -P∆ effect are carried out in order to investigate the -P∆effect on the seismic behavior of the CFRT structure.1.3 ResultsThe results of the push-over analysis can be used to es-timate the potential ductility of the structure, to evalu-ate its lateral load resistant capacity, and to identify the failure mechanism. It is thus important to analyze the push-over results to obtain the seismic behavior of the CFRT structure.1.3.1 Load-deformation relationshipThe capacity of the structure as represented by the base shear versus top displacement graph is very use-ful in estimating the seismic behavior of a structure in a push-over analysis. The capacity curves obtained in the push-over analyses are shown in Fig. 4, from which we find that for the cases Accel X(Y)-Han-P−, Accel X(Y)-USC-RC-P−, EQ X(Y)-Han-P−, EQ X(Y)-USC-RC-P−, and EQ X(Y)-Han-P+ the termination is caused by exceeding the target top displacement (1.6 m), while for the cases Accel X(Y)-Han-P+, Ac-cel X(Y)-USC-RC-P+, and EQ X(Y)-USC, RC-P+ the termination is caused by the formation of a plastic mechanism for the whole structure. The initial stiff-ness values and yield base shears of the cases using Accel X(Y) lateral load patterns are higher than the cases using EQ X(Y) lateral load patterns. Therefore, the conclusion can be drawn that the push-over analy-sis results are sensitive to lateral load patterns. More-over, the trends of the capacity curves in the X-direction and in the Y-direction are similar, as shown in Fig. 4. Consequently, the seismic behavior of the whole structure can be evaluated by one of the direc-tions for this case.As shown in Fig. 4, the capacity curves are almost the same in the elastic region despite the different -Mφ curves and -N M interaction surfaces of the CFRT columns. The post-yield stiffness values for cases using -Mφ and -N M curves calculated by Han’s formulae are higher than those calculated by USC-RC program, but the differences are small compared to other parameters.Figure 4 also shows that the ultimate base shears de-crease remarkably in the push-over analyses as a result of the -P∆effect. Similarly, the post-yield stiffness de-creases for the same reason. Therefore, we can draw a con-clusion that the -P∆ effect affects the seismic behavior of the moment resisting frame seriously and consequently, the effect should be taken into account in any future MRFseismic analyses.Fig. 4 Capacity curves of different push-over cases of the CFRT structureNotes: EQ X(Y) represents cases using the inverted trian-gular lateral load pattern calculated by the base shear method, Accel X(Y) represents cases using the design lat-eral load pattern calculated using SAP2000 including higher mode effects; Han represents cases using the -Mφ and -N M curves calculated by Han’s formulae, USC-RC represents cases using the -Mφ and -N M curves calculated using the USC-RC program; P− repre-sents cases without considering the -P∆ effect, P+ represents cases including the -P∆ effect.1.3.2 Final interstory driftsThe interstory drifts at the moment of termination in the push-over analyses are shown in Fig. 5. These data are useful in predicting the weak stories of the CFRT structure. From Fig. 5, we observe that the interstory drifts of the 1st-3rd stories are remarkably higher thanTsinghua Science and Technology, February 2006, 11(1): 124-130 128those of the other stories. Therefore, the weak section of the CFRT structure should be the first 3 stories for this ex-ample, and it is necessary to strengthen them in engineering application.1.3.3 Plastic hinge distributionsIt can be found that the plastic hinge distributions are similar in all the push-over analysis cases despite variations in the lateral load patterns, the -P∆ ef-fect, the -Mφ and -N M curves of the CFRT col-umns and the lateral load directions. Figure 6 illus-trates the progressive occurrence and extent of theplastic behavior of the CFRT frame atvarious Fig. 5Final interstory drifts of different push-over cases of the CFRT structureFig. 6 Progressive occurrence of plastic hinges in EQ X-USC-RC-P− push-over analysisNIE Jianguo (聂建国) et al Push-Over Analysis of the Seismic Behavior of (129)performance levels for the EQ X-USC-RC-P− push-over analysis case. Plastic yielding first occurs at base-support sections of the first-story column members as seen in Fig. 6a. With increasing the lateral load, plastic hinges occur at all of the base-support sections of the first-story columns and some of the bottom sections of the second-story and third-story columns. More-over, both end-sections of some beams in the 2nd-6th stories also reach plastic yielding at this stage as shown in Fig. 6b. Subsequently, the number of plastic hinges at the sections of the CFRT columns and steel beams inreases continually as shown in Fig. 6c. The extent of plastic behavior of the hinges develops with increas-ing horizontal load. Finally, the push-over analysis terminates due to either exceeding the target top dis-placement or the formation of a plastic mechanism for the whole structure. At this stage, shown in Fig. 6d, the extent of the plastic hinges at base-support sections of the first-story columns develops sufficiently, while the other plastic hinges of the CFRT columns and steel beams in the 2nd-3rd stories also develop to a certain extent. Therefore, we can draw the conclusion that the weak section of the CFRT structure should be the 1st-3rd stories for this example, and it is necessary to strengthen them in engineering application, in agree-ment with the conclusion drawn in Section 1.3.2.2 ComparisonFor the purpose of comparing the seismic performance of CFRT structures with RC structures, four kinds of 10-story frames, composed of CFRT and RC columns, have been studied. SAP2000 was used for push-over analyses of these structures. For convenience of comparison, the structures are almost identical except for the vertical columns, which are formed from different materials and dimensions, as shown in Table 2. The dimensions of the strength-equivalent RC columns are calculated based on the EA equivalence with the CFRT columns where E is the modulus of elasticity, A is the area of the section. Similarly, the stiffness-equivalent RC columns are calculated on the basis of EI equivalence, and the side-length-equivalent RC columns are calculated on the basis of B equivalence with the CFRT columns, where I is the moment of inertia of the section, and B is the side-length of the columns. For the push-over analyses of these different structures, the Accel X(Y) lateral load patterns calculated using SAP2000 were used; -P∆ effects were not taken into account.Table 2 Dimensions of the vertical columns indifferent structures (mm) Story No. 1,2 3-6 7-10 CFRT columns 70020 70018 70016 CFT columns 79022.6 79020.3 79018.1 Strength-equivalentRC columns855 842 828 Stiffness-equivalentRC columns822 813 805 Side-length-equivalentRC columns700 700 700From the X-direction capacity curves of the CFRT and RC structures, shown in Fig. 7a, we may find that the termination of the push-over analysis for the CFRT structure is caused by exceeding the target top displacement of 1.6 m, while the termination of the push-over analyses for RC structures is caused by the formation of a plastic mechanism over the whole structure. As the RC structures cannot reach the target top displacement, we can draw the conclusion that the CFRT structure is superior to the RC structures inFig. 7 Capacity curves of different structuresTsinghua Science and Technology , February 2006, 11(1): 124-130130 terms of ductility and deformation capacity. Moreover, the yield and ultimate base shears of the CFRT struc-ture are higher than those of the RC structures, so the conclusion that the CFRT structure has better earth-quake resistance capacity than the RC structures can be drawn. Similar conclusions can be obtained from inspection of Fig. 7b, so the seismic behavior of the CFRT structure is superior to the RC structures.The push-over results of CFRT structure and CFT structure are also compared in Fig. 7. The dimensions of the CFT columns are calculated based on s A and c A equivalence with the CFRT columns, where s Ais the section area of steel tube, and c A is the section area of filled concrete. Although the CFRT columns are inferior to the CFT columns in terms of axial bearing capacity, they are superior in flexural capacity. In this model, the axial compression ratio is less than 0.2, so the influence of the moment resistant capacity of the columns is more important than the axial bearing ca-pacity. As a result, the seismic behavior of the CFRT structure is superior to the CFT structure in this model.3 ConclusionsIn this paper the seismic behaviors of five kinds of 10-story frame structures, composed of CFRT columns, CFT columns, and RC columns, have been studied. The seismic responses of the CFRT, CFT, and RC structures in push-over analyses have been compared and some concluding remarks can be obtained as follows:1) The push-over analysis results show that the duc-tility and seismic behavior of the CFRT structure are superior to those of the RC structures. Consequently, CFRT structures are recommended in seismic regions. 2) Since the push-over analysis results are sensitive to the lateral load patterns, the use of at least two load patterns that are expected to bound the inertia force distributions is recommended in push-over analysis. 3) The push-over analysis results are slightly influenced by the M-φ curves and N-M interaction surfaces of the CFRT columns. Therefore, curves calculated either by Han’s formulae or by the USC-RC program are suitable for future push-over analyses of CFRT structures.4) Since the P-∆ effect seriously affects the seismic behavior of MRF, this effect should be taken into account in MRF seismic analyses in future research. References[1] Saiidi M, Sozen M A. Simple nonlinear seismic analysis ofRC structures. Journal of the Structural Division , 1981, 107(5): 937-952.[2] Fajfar P, Gaspersic P. The N2 method for the seismic damageanalysis of RC buildings. Earthquake Engineering and Struc-tural Dynamics , 1996, 25(1): 31-46.[3] Bracci J M, Kunnath S K, Reinhorn A M. Seismic perform-ance and retrofit evaluation of reinforced concrete structures. Journal of Structural Engineering , 1997, 123(1): 3-10. [4] FEMA. NEHRP guidelines for the seismic rehabilitation ofbuildings. Federal Emergency Management Agency, Report No. FEMA-273. Washington D.C., 1997.[5] Shams Mohammad, Saadeghvaziri M A. State of the art ofconcrete-filled steel tubular column. ACI Structural Journal , 1997, 94(5): 558-571.[6] Li Xiangzhen, Cheng Guoliang, Yu Dejie, Zhou Fulin. Elasto-plastic time-history analysis of concrete filled steel tubular structure. World Earthquake Engineering , 2002, 18(1): 73-76. (in Chinese)[7] Huang Xiangyun, Zhou Fulin, Xu Zhonggen. Comparativestudy on the earthquake behavior of concrete filled steel tubu-lar structures. World Earthquake Engineering , 2001, 17(2): 86-89. (in Chinese)[8] Li Zhongxian, Xu Chengxiang, Wang Dong, Wang Chengbo.Experimental research on the seismic behavior of concrete filled steel tubular frame structure. Building Structure , 2004, 34(1): 3-6. (in Chinese)[9] Ding Yang, Xu Chengxiang, Dai Xuexin, Li Xianzhong.Nonlinear finite element analysis of concrete filled steel tubu-lar frame structure. Building Structure , 2004, 34(1): 7-10. (in Chinese)[10] Han Linhai. Concrete-filled Steel Tubular Structure. Beijing:Science Press, 2000: 169-200. (in Chinese)[11] Krawinkler H, Seneviratna G D P K. Pros and cons of a push-over analysis of seismic performance evaluation. Engineering Structures , 1998, 20(4-6): 452-464.[12] Kim Hee Dong, Lee Myung Jae. The -P ∆ effects of non-symmetric frames. In: Proceedings of Sixth Pacific Structural Steel Conference. Beijing, China, 2001: 394-399.。

211097931_基于生态系统服务簇的内蒙古荒漠草原生态系统服务的空间分布特征

211097931_基于生态系统服务簇的内蒙古荒漠草原生态系统服务的空间分布特征

第32卷第4期Vol.32,No.41-142023年4月草业学报ACTA PRATACULTURAE SINICA胡宇霞,龚吉蕊,朱趁趁,等.基于生态系统服务簇的内蒙古荒漠草原生态系统服务的空间分布特征.草业学报,2023,32(4):1−14.HU Yu-xia,GONG Ji-rui,ZHU Chen-chen,et al.Spatial distribution of ecosystem services in the desert steppe,Inner Mongolia based on ecosystem service bundles.Acta Prataculturae Sinica,2023,32(4):1−14.基于生态系统服务簇的内蒙古荒漠草原生态系统服务的空间分布特征胡宇霞,龚吉蕊*,朱趁趁,矢佳昱,张子荷,宋靓苑,张魏圆(北京师范大学地表过程与资源生态国家重点实验室,北京师范大学地理科学学部,北京100875)摘要:生态系统服务在维持生态安全、可持续发展和人类福祉方面发挥着重要作用。

本研究以内蒙古荒漠草原为研究区,分别对2000、2017年水源涵养、土壤保持、生境质量、游憩潜力进行定量评估,分析其时空分布特征,探讨服务间的权衡/协同关系,并识别不同服务簇的主导服务类型和空间格局。

结果表明:从2000-2017年,各项生态系统服务的空间异质性显著,水源涵养服务的高值区域主要集中在东南部和西南部,土壤保持高值位于西南部,生境质量和游憩潜力的分布都较随机。

各项生态系统服务主要呈现降低趋势;大部分服务对间表现为协同关系,而土壤保持和生境质量服务对表现为权衡关系,服务对间的相关性程度有所降低;生态系统服务簇分为土壤保持、人居环境、水源涵养三个功能区,具有明显的空间异质性。

土壤保持区,主要土地利用类型为未利用地,未来的管理要限制放牧数量,通过改变地表植被覆盖来影响土壤可侵蚀性。

Dynamic Preisach hysteresis model

Dynamic Preisach hysteresis model
Manuscript received June 30, 2009. * Corresponding author (miklos.kuczmann@)
parameter of soft magnetic materials, and it must be analyzed while developing or designing an electrical device. Rate-independent models in FEM can not predict losses accurately at higher frequencies. However Maxwell’s equations contain the term of eddy currents and their appropriate losses. These losses are smaller than the measured ones. This is the reason why frequency dependence must be taken into account in hysteresis models applied in computer aided design applications. The absent losses can be taken into consideration according to the loss separation theory [6]. An extra magnetic field strength term can be added to the one simulated by the rate-independent model, and the loop area, i.e. the loss can be increased as necessary [8]. According to experiments, this extra magnetic field strength is depending on the magnetic flux density B and its time variation dB / dt . This complicated term, H ( B, dB / dt ) , can be described efficiently by a feed-forward type neural network [5, 9] with two inputs and one output, resulting a simple rate-dependent model. The paper presents a measurement system, containing a toroidal shape core, which can be used to measure static and dynamic scalar hysteresis loops, and a scalar Preisach model to predict these curves as well as the losses. The developed model has been inserted into a two dimensional FEM procedure to analyze the measurement system. II. MEASURING HYSTERESIS LOOPS The block diagram of the measurement set up can be seen in Fig. 1 [1]. The magnetic field strength inside the analyzed toroidal shape core has been generated by the current i (t ) flowing in the primary coil with N p 170 turns. The arbitrary waveform of current has been built up by applying some LabVIEW functions. The time variation of the magnetic field strength results in a time varying magnetic flux (t ) inside the specimen, which can be measured by the secondary coil wound on the core. The secondary coil has N s 182 turns, output of which is the induced voltage u (t ) . The magnetic field strength can be measured by the well known formulation

T.W. ANDERSON (1971). The Statistical Analysis of Time Series. Series in Probability and Ma

T.W. ANDERSON (1971). The Statistical Analysis of Time Series. Series in Probability and Ma

425 BibliographyH.A KAIKE(1974).Markovian representation of stochastic processes and its application to the analysis of autoregressive moving average processes.Annals Institute Statistical Mathematics,vol.26,pp.363-387. B.D.O.A NDERSON and J.B.M OORE(1979).Optimal rmation and System Sciences Series, Prentice Hall,Englewood Cliffs,NJ.T.W.A NDERSON(1971).The Statistical Analysis of Time Series.Series in Probability and Mathematical Statistics,Wiley,New York.R.A NDRE-O BRECHT(1988).A new statistical approach for the automatic segmentation of continuous speech signals.IEEE Trans.Acoustics,Speech,Signal Processing,vol.ASSP-36,no1,pp.29-40.R.A NDRE-O BRECHT(1990).Reconnaissance automatique de parole`a partir de segments acoustiques et de mod`e les de Markov cach´e s.Proc.Journ´e es Etude de la Parole,Montr´e al,May1990(in French).R.A NDRE-O BRECHT and H.Y.S U(1988).Three acoustic labellings for phoneme based continuous speech recognition.Proc.Speech’88,Edinburgh,UK,pp.943-950.U.A PPEL and A.VON B RANDT(1983).Adaptive sequential segmentation of piecewise stationary time rmation Sciences,vol.29,no1,pp.27-56.L.A.A ROIAN and H.L EVENE(1950).The effectiveness of quality control procedures.Jal American Statis-tical Association,vol.45,pp.520-529.K.J.A STR¨OM and B.W ITTENMARK(1984).Computer Controlled Systems:Theory and rma-tion and System Sciences Series,Prentice Hall,Englewood Cliffs,NJ.M.B AGSHAW and R.A.J OHNSON(1975a).The effect of serial correlation on the performance of CUSUM tests-Part II.Technometrics,vol.17,no1,pp.73-80.M.B AGSHAW and R.A.J OHNSON(1975b).The influence of reference values and estimated variance on the ARL of CUSUM tests.Jal Royal Statistical Society,vol.37(B),no3,pp.413-420.M.B AGSHAW and R.A.J OHNSON(1977).Sequential procedures for detecting parameter changes in a time-series model.Jal American Statistical Association,vol.72,no359,pp.593-597.R.K.B ANSAL and P.P APANTONI-K AZAKOS(1986).An algorithm for detecting a change in a stochastic process.IEEE rmation Theory,vol.IT-32,no2,pp.227-235.G.A.B ARNARD(1959).Control charts and stochastic processes.Jal Royal Statistical Society,vol.B.21, pp.239-271.A.E.B ASHARINOV andB.S.F LEISHMAN(1962).Methods of the statistical sequential analysis and their radiotechnical applications.Sovetskoe Radio,Moscow(in Russian).M.B ASSEVILLE(1978).D´e viations par rapport au maximum:formules d’arrˆe t et martingales associ´e es. Compte-rendus du S´e minaire de Probabilit´e s,Universit´e de Rennes I.M.B ASSEVILLE(1981).Edge detection using sequential methods for change in level-Part II:Sequential detection of change in mean.IEEE Trans.Acoustics,Speech,Signal Processing,vol.ASSP-29,no1,pp.32-50.426B IBLIOGRAPHY M.B ASSEVILLE(1982).A survey of statistical failure detection techniques.In Contribution`a la D´e tectionS´e quentielle de Ruptures de Mod`e les Statistiques,Th`e se d’Etat,Universit´e de Rennes I,France(in English). M.B ASSEVILLE(1986).The two-models approach for the on-line detection of changes in AR processes. In Detection of Abrupt Changes in Signals and Dynamical Systems(M.Basseville,A.Benveniste,eds.). Lecture Notes in Control and Information Sciences,LNCIS77,Springer,New York,pp.169-215.M.B ASSEVILLE(1988).Detecting changes in signals and systems-A survey.Automatica,vol.24,pp.309-326.M.B ASSEVILLE(1989).Distance measures for signal processing and pattern recognition.Signal Process-ing,vol.18,pp.349-369.M.B ASSEVILLE and A.B ENVENISTE(1983a).Design and comparative study of some sequential jump detection algorithms for digital signals.IEEE Trans.Acoustics,Speech,Signal Processing,vol.ASSP-31, no3,pp.521-535.M.B ASSEVILLE and A.B ENVENISTE(1983b).Sequential detection of abrupt changes in spectral charac-teristics of digital signals.IEEE rmation Theory,vol.IT-29,no5,pp.709-724.M.B ASSEVILLE and A.B ENVENISTE,eds.(1986).Detection of Abrupt Changes in Signals and Dynamical Systems.Lecture Notes in Control and Information Sciences,LNCIS77,Springer,New York.M.B ASSEVILLE and I.N IKIFOROV(1991).A unified framework for statistical change detection.Proc.30th IEEE Conference on Decision and Control,Brighton,UK.M.B ASSEVILLE,B.E SPIAU and J.G ASNIER(1981).Edge detection using sequential methods for change in level-Part I:A sequential edge detection algorithm.IEEE Trans.Acoustics,Speech,Signal Processing, vol.ASSP-29,no1,pp.24-31.M.B ASSEVILLE, A.B ENVENISTE and G.M OUSTAKIDES(1986).Detection and diagnosis of abrupt changes in modal characteristics of nonstationary digital signals.IEEE rmation Theory,vol.IT-32,no3,pp.412-417.M.B ASSEVILLE,A.B ENVENISTE,G.M OUSTAKIDES and A.R OUG´E E(1987a).Detection and diagnosis of changes in the eigenstructure of nonstationary multivariable systems.Automatica,vol.23,no3,pp.479-489. M.B ASSEVILLE,A.B ENVENISTE,G.M OUSTAKIDES and A.R OUG´E E(1987b).Optimal sensor location for detecting changes in dynamical behavior.IEEE Trans.Automatic Control,vol.AC-32,no12,pp.1067-1075.M.B ASSEVILLE,A.B ENVENISTE,B.G ACH-D EVAUCHELLE,M.G OURSAT,D.B ONNECASE,P.D OREY, M.P REVOSTO and M.O LAGNON(1993).Damage monitoring in vibration mechanics:issues in diagnos-tics and predictive maintenance.Mechanical Systems and Signal Processing,vol.7,no5,pp.401-423.R.V.B EARD(1971).Failure Accommodation in Linear Systems through Self-reorganization.Ph.D.Thesis, Dept.Aeronautics and Astronautics,MIT,Cambridge,MA.A.B ENVENISTE and J.J.F UCHS(1985).Single sample modal identification of a nonstationary stochastic process.IEEE Trans.Automatic Control,vol.AC-30,no1,pp.66-74.A.B ENVENISTE,M.B ASSEVILLE and G.M OUSTAKIDES(1987).The asymptotic local approach to change detection and model validation.IEEE Trans.Automatic Control,vol.AC-32,no7,pp.583-592.A.B ENVENISTE,M.M ETIVIER and P.P RIOURET(1990).Adaptive Algorithms and Stochastic Approxima-tions.Series on Applications of Mathematics,(A.V.Balakrishnan,I.Karatzas,M.Yor,eds.).Springer,New York.A.B ENVENISTE,M.B ASSEVILLE,L.E L G HAOUI,R.N IKOUKHAH and A.S.W ILLSKY(1992).An optimum robust approach to statistical failure detection and identification.IFAC World Conference,Sydney, July1993.B IBLIOGRAPHY427 R.H.B ERK(1973).Some asymptotic aspects of sequential analysis.Annals Statistics,vol.1,no6,pp.1126-1138.R.H.B ERK(1975).Locally most powerful sequential test.Annals Statistics,vol.3,no2,pp.373-381.P.B ILLINGSLEY(1968).Convergence of Probability Measures.Wiley,New York.A.F.B ISSELL(1969).Cusum techniques for quality control.Applied Statistics,vol.18,pp.1-30.M.E.B IVAIKOV(1991).Control of the sample size for recursive estimation of parameters subject to abrupt changes.Automation and Remote Control,no9,pp.96-103.R.E.B LAHUT(1987).Principles and Practice of Information Theory.Addison-Wesley,Reading,MA.I.F.B LAKE and W.C.L INDSEY(1973).Level-crossing problems for random processes.IEEE r-mation Theory,vol.IT-19,no3,pp.295-315.G.B ODENSTEIN and H.M.P RAETORIUS(1977).Feature extraction from the encephalogram by adaptive segmentation.Proc.IEEE,vol.65,pp.642-652.T.B OHLIN(1977).Analysis of EEG signals with changing spectra using a short word Kalman estimator. Mathematical Biosciences,vol.35,pp.221-259.W.B¨OHM and P.H ACKL(1990).Improved bounds for the average run length of control charts based on finite weighted sums.Annals Statistics,vol.18,no4,pp.1895-1899.T.B OJDECKI and J.H OSZA(1984).On a generalized disorder problem.Stochastic Processes and their Applications,vol.18,pp.349-359.L.I.B ORODKIN and V.V.M OTTL’(1976).Algorithm forfinding the jump times of random process equation parameters.Automation and Remote Control,vol.37,no6,Part1,pp.23-32.A.A.B OROVKOV(1984).Theory of Mathematical Statistics-Estimation and Hypotheses Testing,Naouka, Moscow(in Russian).Translated in French under the title Statistique Math´e matique-Estimation et Tests d’Hypoth`e ses,Mir,Paris,1987.G.E.P.B OX and G.M.J ENKINS(1970).Time Series Analysis,Forecasting and Control.Series in Time Series Analysis,Holden-Day,San Francisco.A.VON B RANDT(1983).Detecting and estimating parameters jumps using ladder algorithms and likelihood ratio test.Proc.ICASSP,Boston,MA,pp.1017-1020.A.VON B RANDT(1984).Modellierung von Signalen mit Sprunghaft Ver¨a nderlichem Leistungsspektrum durch Adaptive Segmentierung.Doctor-Engineer Dissertation,M¨u nchen,RFA(in German).S.B RAUN,ed.(1986).Mechanical Signature Analysis-Theory and Applications.Academic Press,London. L.B REIMAN(1968).Probability.Series in Statistics,Addison-Wesley,Reading,MA.G.S.B RITOV and L.A.M IRONOVSKI(1972).Diagnostics of linear systems of automatic regulation.Tekh. Kibernetics,vol.1,pp.76-83.B.E.B RODSKIY and B.S.D ARKHOVSKIY(1992).Nonparametric Methods in Change-point Problems. Kluwer Academic,Boston.L.D.B ROEMELING(1982).Jal Econometrics,vol.19,Special issue on structural change in Econometrics. L.D.B ROEMELING and H.T SURUMI(1987).Econometrics and Structural Change.Dekker,New York. D.B ROOK and D.A.E VANS(1972).An approach to the probability distribution of Cusum run length. Biometrika,vol.59,pp.539-550.J.B RUNET,D.J AUME,M.L ABARR`E RE,A.R AULT and M.V ERG´E(1990).D´e tection et Diagnostic de Pannes.Trait´e des Nouvelles Technologies,S´e rie Diagnostic et Maintenance,Herm`e s,Paris(in French).428B IBLIOGRAPHY S.P.B RUZZONE and M.K AVEH(1984).Information tradeoffs in using the sample autocorrelation function in ARMA parameter estimation.IEEE Trans.Acoustics,Speech,Signal Processing,vol.ASSP-32,no4, pp.701-715.A.K.C AGLAYAN(1980).Necessary and sufficient conditions for detectability of jumps in linear systems. IEEE Trans.Automatic Control,vol.AC-25,no4,pp.833-834.A.K.C AGLAYAN and R.E.L ANCRAFT(1983).Reinitialization issues in fault tolerant systems.Proc.Amer-ican Control Conf.,pp.952-955.A.K.C AGLAYAN,S.M.A LLEN and K.W EHMULLER(1988).Evaluation of a second generation reconfigu-ration strategy for aircraftflight control systems subjected to actuator failure/surface damage.Proc.National Aerospace and Electronic Conference,Dayton,OH.P.E.C AINES(1988).Linear Stochastic Systems.Series in Probability and Mathematical Statistics,Wiley, New York.M.J.C HEN and J.P.N ORTON(1987).Estimation techniques for tracking rapid parameter changes.Intern. Jal Control,vol.45,no4,pp.1387-1398.W.K.C HIU(1974).The economic design of cusum charts for controlling normal mean.Applied Statistics, vol.23,no3,pp.420-433.E.Y.C HOW(1980).A Failure Detection System Design Methodology.Ph.D.Thesis,M.I.T.,L.I.D.S.,Cam-bridge,MA.E.Y.C HOW and A.S.W ILLSKY(1984).Analytical redundancy and the design of robust failure detection systems.IEEE Trans.Automatic Control,vol.AC-29,no3,pp.689-691.Y.S.C HOW,H.R OBBINS and D.S IEGMUND(1971).Great Expectations:The Theory of Optimal Stop-ping.Houghton-Mifflin,Boston.R.N.C LARK,D.C.F OSTH and V.M.W ALTON(1975).Detection of instrument malfunctions in control systems.IEEE Trans.Aerospace Electronic Systems,vol.AES-11,pp.465-473.A.C OHEN(1987).Biomedical Signal Processing-vol.1:Time and Frequency Domain Analysis;vol.2: Compression and Automatic Recognition.CRC Press,Boca Raton,FL.J.C ORGE and F.P UECH(1986).Analyse du rythme cardiaque foetal par des m´e thodes de d´e tection de ruptures.Proc.7th INRIA Int.Conf.Analysis and optimization of Systems.Antibes,FR(in French).D.R.C OX and D.V.H INKLEY(1986).Theoretical Statistics.Chapman and Hall,New York.D.R.C OX and H.D.M ILLER(1965).The Theory of Stochastic Processes.Wiley,New York.S.V.C ROWDER(1987).A simple method for studying run-length distributions of exponentially weighted moving average charts.Technometrics,vol.29,no4,pp.401-407.H.C S¨ORG¨O and L.H ORV´ATH(1988).Nonparametric methods for change point problems.In Handbook of Statistics(P.R.Krishnaiah,C.R.Rao,eds.),vol.7,Elsevier,New York,pp.403-425.R.B.D AVIES(1973).Asymptotic inference in stationary gaussian time series.Advances Applied Probability, vol.5,no3,pp.469-497.J.C.D ECKERT,M.N.D ESAI,J.J.D EYST and A.S.W ILLSKY(1977).F-8DFBW sensor failure identification using analytical redundancy.IEEE Trans.Automatic Control,vol.AC-22,no5,pp.795-803.M.H.D E G ROOT(1970).Optimal Statistical Decisions.Series in Probability and Statistics,McGraw-Hill, New York.J.D ESHAYES and D.P ICARD(1979).Tests de ruptures dans un mod`e pte-Rendus de l’Acad´e mie des Sciences,vol.288,Ser.A,pp.563-566(in French).B IBLIOGRAPHY429 J.D ESHAYES and D.P ICARD(1983).Ruptures de Mod`e les en Statistique.Th`e ses d’Etat,Universit´e deParis-Sud,Orsay,France(in French).J.D ESHAYES and D.P ICARD(1986).Off-line statistical analysis of change-point models using non para-metric and likelihood methods.In Detection of Abrupt Changes in Signals and Dynamical Systems(M. Basseville,A.Benveniste,eds.).Lecture Notes in Control and Information Sciences,LNCIS77,Springer, New York,pp.103-168.B.D EVAUCHELLE-G ACH(1991).Diagnostic M´e canique des Fatigues sur les Structures Soumises`a des Vibrations en Ambiance de Travail.Th`e se de l’Universit´e Paris IX Dauphine(in French).B.D EVAUCHELLE-G ACH,M.B ASSEVILLE and A.B ENVENISTE(1991).Diagnosing mechanical changes in vibrating systems.Proc.SAFEPROCESS’91,Baden-Baden,FRG,pp.85-89.R.D I F RANCESCO(1990).Real-time speech segmentation using pitch and convexity jump models:applica-tion to variable rate speech coding.IEEE Trans.Acoustics,Speech,Signal Processing,vol.ASSP-38,no5, pp.741-748.X.D ING and P.M.F RANK(1990).Fault detection via factorization approach.Systems and Control Letters, vol.14,pp.431-436.J.L.D OOB(1953).Stochastic Processes.Wiley,New York.V.D RAGALIN(1988).Asymptotic solutions in detecting a change in distribution under an unknown param-eter.Statistical Problems of Control,Issue83,Vilnius,pp.45-52.B.D UBUISSON(1990).Diagnostic et Reconnaissance des Formes.Trait´e des Nouvelles Technologies,S´e rie Diagnostic et Maintenance,Herm`e s,Paris(in French).A.J.D UNCAN(1986).Quality Control and Industrial Statistics,5th edition.Richard D.Irwin,Inc.,Home-wood,IL.J.D URBIN(1971).Boundary-crossing probabilities for the Brownian motion and Poisson processes and techniques for computing the power of the Kolmogorov-Smirnov test.Jal Applied Probability,vol.8,pp.431-453.J.D URBIN(1985).Thefirst passage density of the crossing of a continuous Gaussian process to a general boundary.Jal Applied Probability,vol.22,no1,pp.99-122.A.E MAMI-N AEINI,M.M.A KHTER and S.M.R OCK(1988).Effect of model uncertainty on failure detec-tion:the threshold selector.IEEE Trans.Automatic Control,vol.AC-33,no12,pp.1106-1115.J.D.E SARY,F.P ROSCHAN and D.W.W ALKUP(1967).Association of random variables with applications. Annals Mathematical Statistics,vol.38,pp.1466-1474.W.D.E WAN and K.W.K EMP(1960).Sampling inspection of continuous processes with no autocorrelation between successive results.Biometrika,vol.47,pp.263-280.G.F AVIER and A.S MOLDERS(1984).Adaptive smoother-predictors for tracking maneuvering targets.Proc. 23rd Conf.Decision and Control,Las Vegas,NV,pp.831-836.W.F ELLER(1966).An Introduction to Probability Theory and Its Applications,vol.2.Series in Probability and Mathematical Statistics,Wiley,New York.R.A.F ISHER(1925).Theory of statistical estimation.Proc.Cambridge Philosophical Society,vol.22, pp.700-725.M.F ISHMAN(1988).Optimization of the algorithm for the detection of a disorder,based on the statistic of exponential smoothing.In Statistical Problems of Control,Issue83,Vilnius,pp.146-151.R.F LETCHER(1980).Practical Methods of Optimization,2volumes.Wiley,New York.P.M.F RANK(1990).Fault diagnosis in dynamic systems using analytical and knowledge based redundancy -A survey and new results.Automatica,vol.26,pp.459-474.430B IBLIOGRAPHY P.M.F RANK(1991).Enhancement of robustness in observer-based fault detection.Proc.SAFEPRO-CESS’91,Baden-Baden,FRG,pp.275-287.P.M.F RANK and J.W¨UNNENBERG(1989).Robust fault diagnosis using unknown input observer schemes. In Fault Diagnosis in Dynamic Systems-Theory and Application(R.Patton,P.Frank,R.Clark,eds.). International Series in Systems and Control Engineering,Prentice Hall International,London,UK,pp.47-98.K.F UKUNAGA(1990).Introduction to Statistical Pattern Recognition,2d ed.Academic Press,New York. S.I.G ASS(1958).Linear Programming:Methods and Applications.McGraw Hill,New York.W.G E and C.Z.F ANG(1989).Extended robust observation approach for failure isolation.Int.Jal Control, vol.49,no5,pp.1537-1553.W.G ERSCH(1986).Two applications of parametric time series modeling methods.In Mechanical Signature Analysis-Theory and Applications(S.Braun,ed.),chap.10.Academic Press,London.J.J.G ERTLER(1988).Survey of model-based failure detection and isolation in complex plants.IEEE Control Systems Magazine,vol.8,no6,pp.3-11.J.J.G ERTLER(1991).Analytical redundancy methods in fault detection and isolation.Proc.SAFEPRO-CESS’91,Baden-Baden,FRG,pp.9-22.B.K.G HOSH(1970).Sequential Tests of Statistical Hypotheses.Addison-Wesley,Cambridge,MA.I.N.G IBRA(1975).Recent developments in control charts techniques.Jal Quality Technology,vol.7, pp.183-192.J.P.G ILMORE and R.A.M C K ERN(1972).A redundant strapdown inertial reference unit(SIRU).Jal Space-craft,vol.9,pp.39-47.M.A.G IRSHICK and H.R UBIN(1952).A Bayes approach to a quality control model.Annals Mathematical Statistics,vol.23,pp.114-125.A.L.G OEL and S.M.W U(1971).Determination of the ARL and a contour nomogram for CUSUM charts to control normal mean.Technometrics,vol.13,no2,pp.221-230.P.L.G OLDSMITH and H.W HITFIELD(1961).Average run lengths in cumulative chart quality control schemes.Technometrics,vol.3,pp.11-20.G.C.G OODWIN and K.S.S IN(1984).Adaptive Filtering,Prediction and rmation and System Sciences Series,Prentice Hall,Englewood Cliffs,NJ.R.M.G RAY and L.D.D AVISSON(1986).Random Processes:a Mathematical Approach for Engineers. Information and System Sciences Series,Prentice Hall,Englewood Cliffs,NJ.C.G UEGUEN and L.L.S CHARF(1980).Exact maximum likelihood identification for ARMA models:a signal processing perspective.Proc.1st EUSIPCO,Lausanne.D.E.G USTAFSON, A.S.W ILLSKY,J.Y.W ANG,M.C.L ANCASTER and J.H.T RIEBWASSER(1978). ECG/VCG rhythm diagnosis using statistical signal analysis.Part I:Identification of persistent rhythms. Part II:Identification of transient rhythms.IEEE Trans.Biomedical Engineering,vol.BME-25,pp.344-353 and353-361.F.G USTAFSSON(1991).Optimal segmentation of linear regression parameters.Proc.IFAC/IFORS Symp. Identification and System Parameter Estimation,Budapest,pp.225-229.T.H¨AGGLUND(1983).New Estimation Techniques for Adaptive Control.Ph.D.Thesis,Lund Institute of Technology,Lund,Sweden.T.H¨AGGLUND(1984).Adaptive control of systems subject to large parameter changes.Proc.IFAC9th World Congress,Budapest.B IBLIOGRAPHY431 P.H ALL and C.C.H EYDE(1980).Martingale Limit Theory and its Application.Probability and Mathemat-ical Statistics,a Series of Monographs and Textbooks,Academic Press,New York.W.J.H ALL,R.A.W IJSMAN and J.K.G HOSH(1965).The relationship between sufficiency and invariance with applications in sequential analysis.Ann.Math.Statist.,vol.36,pp.576-614.E.J.H ANNAN and M.D EISTLER(1988).The Statistical Theory of Linear Systems.Series in Probability and Mathematical Statistics,Wiley,New York.J.D.H EALY(1987).A note on multivariate CuSum procedures.Technometrics,vol.29,pp.402-412.D.M.H IMMELBLAU(1970).Process Analysis by Statistical Methods.Wiley,New York.D.M.H IMMELBLAU(1978).Fault Detection and Diagnosis in Chemical and Petrochemical Processes. Chemical Engineering Monographs,vol.8,Elsevier,Amsterdam.W.G.S.H INES(1976a).A simple monitor of a system with sudden parameter changes.IEEE r-mation Theory,vol.IT-22,no2,pp.210-216.W.G.S.H INES(1976b).Improving a simple monitor of a system with sudden parameter changes.IEEE rmation Theory,vol.IT-22,no4,pp.496-499.D.V.H INKLEY(1969).Inference about the intersection in two-phase regression.Biometrika,vol.56,no3, pp.495-504.D.V.H INKLEY(1970).Inference about the change point in a sequence of random variables.Biometrika, vol.57,no1,pp.1-17.D.V.H INKLEY(1971).Inference about the change point from cumulative sum-tests.Biometrika,vol.58, no3,pp.509-523.D.V.H INKLEY(1971).Inference in two-phase regression.Jal American Statistical Association,vol.66, no336,pp.736-743.J.R.H UDDLE(1983).Inertial navigation system error-model considerations in Kalmanfiltering applica-tions.In Control and Dynamic Systems(C.T.Leondes,ed.),Academic Press,New York,pp.293-339.J.S.H UNTER(1986).The exponentially weighted moving average.Jal Quality Technology,vol.18,pp.203-210.I.A.I BRAGIMOV and R.Z.K HASMINSKII(1981).Statistical Estimation-Asymptotic Theory.Applications of Mathematics Series,vol.16.Springer,New York.R.I SERMANN(1984).Process fault detection based on modeling and estimation methods-A survey.Auto-matica,vol.20,pp.387-404.N.I SHII,A.I WATA and N.S UZUMURA(1979).Segmentation of nonstationary time series.Int.Jal Systems Sciences,vol.10,pp.883-894.J.E.J ACKSON and R.A.B RADLEY(1961).Sequential and tests.Annals Mathematical Statistics, vol.32,pp.1063-1077.B.J AMES,K.L.J AMES and D.S IEGMUND(1988).Conditional boundary crossing probabilities with appli-cations to change-point problems.Annals Probability,vol.16,pp.825-839.M.K.J EERAGE(1990).Reliability analysis of fault-tolerant IMU architectures with redundant inertial sen-sors.IEEE Trans.Aerospace and Electronic Systems,vol.AES-5,no.7,pp.23-27.N.L.J OHNSON(1961).A simple theoretical approach to cumulative sum control charts.Jal American Sta-tistical Association,vol.56,pp.835-840.N.L.J OHNSON and F.C.L EONE(1962).Cumulative sum control charts:mathematical principles applied to their construction and use.Parts I,II,III.Industrial Quality Control,vol.18,pp.15-21;vol.19,pp.29-36; vol.20,pp.22-28.432B IBLIOGRAPHY R.A.J OHNSON and M.B AGSHAW(1974).The effect of serial correlation on the performance of CUSUM tests-Part I.Technometrics,vol.16,no.1,pp.103-112.H.L.J ONES(1973).Failure Detection in Linear Systems.Ph.D.Thesis,Dept.Aeronautics and Astronautics, MIT,Cambridge,MA.R.H.J ONES,D.H.C ROWELL and L.E.K APUNIAI(1970).Change detection model for serially correlated multivariate data.Biometrics,vol.26,no2,pp.269-280.M.J URGUTIS(1984).Comparison of the statistical properties of the estimates of the change times in an autoregressive process.In Statistical Problems of Control,Issue65,Vilnius,pp.234-243(in Russian).T.K AILATH(1980).Linear rmation and System Sciences Series,Prentice Hall,Englewood Cliffs,NJ.L.V.K ANTOROVICH and V.I.K RILOV(1958).Approximate Methods of Higher Analysis.Interscience,New York.S.K ARLIN and H.M.T AYLOR(1975).A First Course in Stochastic Processes,2d ed.Academic Press,New York.S.K ARLIN and H.M.T AYLOR(1981).A Second Course in Stochastic Processes.Academic Press,New York.D.K AZAKOS and P.P APANTONI-K AZAKOS(1980).Spectral distance measures between gaussian pro-cesses.IEEE Trans.Automatic Control,vol.AC-25,no5,pp.950-959.K.W.K EMP(1958).Formula for calculating the operating characteristic and average sample number of some sequential tests.Jal Royal Statistical Society,vol.B-20,no2,pp.379-386.K.W.K EMP(1961).The average run length of the cumulative sum chart when a V-mask is used.Jal Royal Statistical Society,vol.B-23,pp.149-153.K.W.K EMP(1967a).Formal expressions which can be used for the determination of operating character-istics and average sample number of a simple sequential test.Jal Royal Statistical Society,vol.B-29,no2, pp.248-262.K.W.K EMP(1967b).A simple procedure for determining upper and lower limits for the average sample run length of a cumulative sum scheme.Jal Royal Statistical Society,vol.B-29,no2,pp.263-265.D.P.K ENNEDY(1976).Some martingales related to cumulative sum tests and single server queues.Stochas-tic Processes and Appl.,vol.4,pp.261-269.T.H.K ERR(1980).Statistical analysis of two-ellipsoid overlap test for real time failure detection.IEEE Trans.Automatic Control,vol.AC-25,no4,pp.762-772.T.H.K ERR(1982).False alarm and correct detection probabilities over a time interval for restricted classes of failure detection algorithms.IEEE rmation Theory,vol.IT-24,pp.619-631.T.H.K ERR(1987).Decentralizedfiltering and redundancy management for multisensor navigation.IEEE Trans.Aerospace and Electronic systems,vol.AES-23,pp.83-119.Minor corrections on p.412and p.599 (May and July issues,respectively).R.A.K HAN(1978).Wald’s approximations to the average run length in cusum procedures.Jal Statistical Planning and Inference,vol.2,no1,pp.63-77.R.A.K HAN(1979).Somefirst passage problems related to cusum procedures.Stochastic Processes and Applications,vol.9,no2,pp.207-215.R.A.K HAN(1981).A note on Page’s two-sided cumulative sum procedures.Biometrika,vol.68,no3, pp.717-719.B IBLIOGRAPHY433 V.K IREICHIKOV,V.M ANGUSHEV and I.N IKIFOROV(1990).Investigation and application of CUSUM algorithms to monitoring of sensors.In Statistical Problems of Control,Issue89,Vilnius,pp.124-130(in Russian).G.K ITAGAWA and W.G ERSCH(1985).A smoothness prior time-varying AR coefficient modeling of non-stationary covariance time series.IEEE Trans.Automatic Control,vol.AC-30,no1,pp.48-56.N.K LIGIENE(1980).Probabilities of deviations of the change point estimate in statistical models.In Sta-tistical Problems of Control,Issue83,Vilnius,pp.80-86(in Russian).N.K LIGIENE and L.T ELKSNYS(1983).Methods of detecting instants of change of random process prop-erties.Automation and Remote Control,vol.44,no10,Part II,pp.1241-1283.J.K ORN,S.W.G ULLY and A.S.W ILLSKY(1982).Application of the generalized likelihood ratio algorithm to maneuver detection and estimation.Proc.American Control Conf.,Arlington,V A,pp.792-798.P.R.K RISHNAIAH and B.Q.M IAO(1988).Review about estimation of change points.In Handbook of Statistics(P.R.Krishnaiah,C.R.Rao,eds.),vol.7,Elsevier,New York,pp.375-402.P.K UDVA,N.V ISWANADHAM and A.R AMAKRISHNAN(1980).Observers for linear systems with unknown inputs.IEEE Trans.Automatic Control,vol.AC-25,no1,pp.113-115.S.K ULLBACK(1959).Information Theory and Statistics.Wiley,New York(also Dover,New York,1968). K.K UMAMARU,S.S AGARA and T.S¨ODERSTR¨OM(1989).Some statistical methods for fault diagnosis for dynamical systems.In Fault Diagnosis in Dynamic Systems-Theory and Application(R.Patton,P.Frank,R. Clark,eds.).International Series in Systems and Control Engineering,Prentice Hall International,London, UK,pp.439-476.A.K USHNIR,I.N IKIFOROV and I.S AVIN(1983).Statistical adaptive algorithms for automatic detection of seismic signals-Part I:One-dimensional case.In Earthquake Prediction and the Study of the Earth Structure,Naouka,Moscow(Computational Seismology,vol.15),pp.154-159(in Russian).L.L ADELLI(1990).Diffusion approximation for a pseudo-likelihood test process with application to de-tection of change in stochastic system.Stochastics and Stochastics Reports,vol.32,pp.1-25.T.L.L A¨I(1974).Control charts based on weighted sums.Annals Statistics,vol.2,no1,pp.134-147.T.L.L A¨I(1981).Asymptotic optimality of invariant sequential probability ratio tests.Annals Statistics, vol.9,no2,pp.318-333.D.G.L AINIOTIS(1971).Joint detection,estimation,and system identifirmation and Control, vol.19,pp.75-92.M.R.L EADBETTER,G.L INDGREN and H.R OOTZEN(1983).Extremes and Related Properties of Random Sequences and Processes.Series in Statistics,Springer,New York.L.L E C AM(1960).Locally asymptotically normal families of distributions.Univ.California Publications in Statistics,vol.3,pp.37-98.L.L E C AM(1986).Asymptotic Methods in Statistical Decision Theory.Series in Statistics,Springer,New York.E.L.L EHMANN(1986).Testing Statistical Hypotheses,2d ed.Wiley,New York.J.P.L EHOCZKY(1977).Formulas for stopped diffusion processes with stopping times based on the maxi-mum.Annals Probability,vol.5,no4,pp.601-607.H.R.L ERCHE(1980).Boundary Crossing of Brownian Motion.Lecture Notes in Statistics,vol.40,Springer, New York.L.L JUNG(1987).System Identification-Theory for the rmation and System Sciences Series, Prentice Hall,Englewood Cliffs,NJ.。

钢管混凝土柱-钢梁下栓上焊隔板贯通节点抗震试验研究

钢管混凝土柱-钢梁下栓上焊隔板贯通节点抗震试验研究

第53卷第6期2022年6月中南大学学报(自然科学版)Journal of Central South University (Science and Technology)V ol.53No.6Jun.2022钢管混凝土柱−钢梁下栓上焊隔板贯通节点抗震试验研究余玉洁1,2,林思文1,张超1,丁发兴1,2,蒋丽忠1,魏标1(1.中南大学土木工程学院,湖南长沙,410075;2.湖南省装配式建筑工程技术研究中心,湖南长沙,410075)摘要:钢管混凝土柱−钢梁下栓上焊隔板贯通节点下翼缘采用螺栓连接代替传统的对接焊缝连接,以解决下翼缘焊缝处容易发生断裂的问题,但该构造使得钢梁上下翼缘的连接方式不对称。

为此,通过对5个下栓上焊隔板贯通节点和1个传统栓焊混合连接节点进行低周往复荷载试验,研究下翼缘螺栓连接和楼板的组合作用对下栓上焊节点抗震性能和工作机理的影响。

研究结果表明:下栓上焊节点中由于下翼缘处螺栓滑移导致其滞回曲线表现出一定程度的捏缩现象,但该类节点具有较强的变形能力,可转动0.06000rad 且不破坏;随着节点转角增大,下翼缘连接传力机制由摩擦传力转变为螺杆与孔壁的接触承压传力,节点具有较强的极限承载能力;上下翼缘连接方式不同导致节点正负向受弯时表现出非对称承载强度;无楼板节点具有较大的负弯矩强度,采用组合式楼板时,混凝土板与立柱的挤压承载对于节点正向承载能力有更显著的增强效应,最终使得组合梁节点的正负向弯曲承载强度相近;楼板可有效抑制钢梁上翼缘的局部鼓曲变形,延缓节点的峰值后承载力退化现象;下翼缘螺栓连接的板件滑移有助于降低钢梁下翼缘应力集中现象,避免出现过早断裂的脆性破坏;通过提高下翼缘螺栓连接强度和下贯通隔板厚度,可以增大节点的承载稳定性和变形能力。

关键词:钢管混凝土柱;组合梁;滞回性能;抗弯强度;层间位移角;摩擦滑移中图分类号:TU398+.2文献标志码:A文章编号:1672-7207(2022)06-2143-12Experimental study on seismic performance of bottom-flange-bolted upper-flange-welded through-diaphragm connection between CFSTcolumn and steel beamYU Yujie 1,2,LIN Siwen 1,ZHANG Chao 1,DING Faxing 1,2,JIANG Lizhong 1,WEI Biao 1(1.School of Civil Engineering,Central South University,Changsha 410075,China;2.Engineering Technology Research Center for Prefabricated Construction Industrialization,Changsha 410075,China)收稿日期:2021−08−10;修回日期:2021−10−22基金项目(Foundation item):国家自然科学基金资助项目(51708402)(Project(51708402)supported by the National Natural ScienceFoundation of China)通信作者:余玉洁,博士,教授,从事装配式钢结构与组合结构性能研究;E-mail :****************.cnDOI:10.11817/j.issn.1672-7207.2022.06.016引用格式:余玉洁,林思文,张超,等.钢管混凝土柱−钢梁下栓上焊隔板贯通节点抗震试验研究[J].中南大学学报(自然科学版),2022,53(6):2143−2154.Citation:YU Yujie,LIN Siwen,ZHANG Chao,et al.Experimental study on seismic performance of bottom-flange-bolted upper-flange-welded through-diaphragm connection between CFST column and steel beam[J].Journal of Central South University(Science and Technology),2022,53(6):2143−2154.第53卷中南大学学报(自然科学版)Abstract:The bottom-flange-bolted upper-flange-welded(BFB-UFW)through-diaphragm concrete filled steel tube (CFST)column connection adopts the bolted connection instead of traditional welded approach to connect the bottom flange to the bottom diaphragm.The construction can solve the brittle rupture failure problem of the bottom flange welds,but also induces the asymmetric connecting construction between upper and bottom flanges.In order to investigate the influence of bottom-flange-bolted connection and composite beam effect on seismic performance of the BFB-UFW connection,cyclic loading tests were performed on five BFB-UFW connections and one traditional welded flange through-diaphragm connection.The results show that BFB-UFW connections have pinched hysteretic loops due to the bolt sliding behaviors in the bottom flange connection,but this connection has strong deformation ability with a drift angle of0.06000rad.The working mechanism of the bottom flange connection changes from the contact friction resistance to bolt bearing when the drift angle increases,leading tothe stronger ultimate bearing capacity.Different connecting methods in the upper and bottom flanges will cause asymmetric moment strength developments in upward and downward bending conditions.The bare beam connection has a higher level of negative moments than positive strengths.However,the extrusion between slab and column in the composite beam connection imposes a stronger strengthening effect on the positive moment strength,leading to similar positive and negative strength levels.The slab can effectively restrain the local buckling deformation at upper beam flange and delay the strength degradation behavior.The bolted bottom flange design and the plate sliding behaviors can reduce stress concentrations at the bottom flange,which effectively reduces brittle failure risks from the premature fracture.The bearing stability and deformation capacity of BFB-UFW connections can be strengthened by increasing the strength of bolted bottom flange connection and the thickness of the bottom diaphragm.Key words:concrete-filled steel tube column;composite beam;hysteretic behavior;moment strength;inter-story drift angle;frictional sliding钢管混凝土柱[1]充分结合了混凝土与钢材各自的优点,具有抗震性能好、施工方便等突出特点。

中央财经大学

中央财经大学

10
Children born to serve the country (cont.d)
• Maintained the birth rate to maintain military power
Until 30 years old all men lived in one house and were not full-fledged citizens free to live with their wives, to make clandestine marriage instill an early burning love Physical training of bare boys and girls together in a place to draw and allure young men to marry while men who would not marry walked bare outside. Fathers of 3 exempt from military service The state would find another younger mate for a childless wife. • No jealousy • Children were not private to any men but common to the common
中国经济与管理研究院

March 28 & April 6 & 13, 2008 2008年3月28日和4月6和13日
1
Socrates (苏格拉底)
Taught, but not for money like the Sophists. Like the Sophists’, his pupils were from aristocratic party. Taught and sought knowledge by the method of dialectic (question & answer, first practiced by Zeno 芝诺) in dialogues

不对称自由基反应英文

不对称自由基反应英文

不对称自由基反应英文Asymmetric Radical Reactions: An Insight into Their Mechanism and Applications.Introduction.Asymmetric radical reactions have emerged as a powerful tool in organic synthesis, enabling the synthesis of chiral compounds with high enantiomeric purity. These reactions differ significantly from their symmetric counterparts, as they involve the generation and utilization of chiral radicals. These chiral radicals can undergo a range of reactions, including substitution, addition, and cyclization, leading to the formation of enantiomerically enriched products.Mechanism of Asymmetric Radical Reactions.The mechanism of asymmetric radical reactions typically involves three key steps: radical generation, chiralitytransfer, and radical termination.Radical Generation.The first step involves the generation of a radical species. This can be achieved through various methods, such as photolysis, thermal decomposition, or redox reactions. The generated radical can be chiral or achiral, depending on the starting materials and the conditions used.Chirality Transfer.The second step involves the transfer of chirality from a chiral auxiliary or catalyst to the radical species. This chirality transfer can occur through covalent or non-covalent interactions between the catalyst/auxiliary and the radical. The nature of these interactions determines the stereoselectivity of the reaction.Radical Termination.The final step involves the termination of the radicalspecies, leading to the formation of the desired product. This termination can occur through various mechanisms, such as coupling with another radical species, hydrogen atom abstraction, or disproportionation.Applications of Asymmetric Radical Reactions.Asymmetric radical reactions have found widespread applications in various fields of organic synthesis, including the synthesis of natural products, pharmaceuticals, and functional materials.Synthesis of Natural Products.Natural products often possess complex chiral structures, making their synthesis challenging. Asymmetric radical reactions have proven to be effective tools for the synthesis of such chiral natural products. For example, the use of chiral radicals generated from appropriate precursors has enabled the enantioselective synthesis of alkaloids, terpenes, and amino acids.Pharmaceutical Applications.The enantiomers of chiral drugs often differ significantly in their biological activities, making it crucial to control their enantiomeric purity. Asymmetric radical reactions can be used to synthesize enantiomerically enriched chiral drugs with high selectivity. This approach has been successfully applied to the synthesis of various drugs, including anti-inflammatory agents, anticancer agents, and antiviral agents.Functional Materials.Chiral materials possess unique physical and chemical properties that make them useful in various applications, such as displays, sensors, and catalysts. Asymmetricradical reactions can be used to synthesize chiral building blocks for the preparation of such materials. For instance, chiral polymers can be synthesized by utilizing asymmetric radical polymerization reactions, leading to the formation of materials with controlled chirality and tailored properties.Conclusion.Asymmetric radical reactions have emerged as powerful tools for the synthesis of enantiomerically enriched chiral compounds. Their unique mechanism, involving chirality transfer from a chiral catalyst/auxiliary to the radical species, enables high selectivity and enantiopurity in the product. The widespread applications of asymmetric radical reactions in organic synthesis, particularly in the synthesis of natural products, pharmaceuticals, and functional materials, highlight their importance in modern chemistry.Future Perspectives.Despite the significant progress made in the field of asymmetric radical reactions, there are still numerous challenges and opportunities for further exploration.Improving Selectivity and Efficiency.One of the key challenges in asymmetric radical reactions is achieving high selectivity and efficiency. While significant progress has been made in this area, there is still room for improvement. Future research could focus on developing new chiral catalysts/auxiliaries that can promote asymmetric radical reactions with higher selectivity and efficiency.Expanding the Scope of Reactions.Currently, the scope of asymmetric radical reactions is limited by the availability of suitable precursors and the reactivity of the generated radicals. Future research could aim to expand the scope of these reactions by developing new methods for generating radicals with desired functionalities and reactivities.Applications in Sustainable Chemistry.In the context of sustainable chemistry, asymmetric radical reactions offer an attractive alternative to traditional synthetic methods. By utilizing renewableresources and mild reaction conditions, asymmetric radical reactions could contribute to the development of more sustainable synthetic routes for the preparation of chiral compounds.Integration with Other Techniques.The integration of asymmetric radical reactions with other techniques, such as photocatalysis, electrochemistry, and microfluidics, could lead to the development of new and innovative synthetic methods. By combining the advantages of these techniques, it may be possible to achieve even higher selectivity, efficiency, and scalability in asymmetric radical reactions.In conclusion, asymmetric radical reactions have emerged as powerful tools for the synthesis of enantiomerically enriched chiral compounds. While significant progress has been made in this area, there are still numerous opportunities for further exploration and development. Future research in this field could lead tothe discovery of new and innovative synthetic methods with improved selectivity, efficiency, and sustainability.。

交直流混合激励下取向硅钢片磁滞及损耗特性模拟方法

交直流混合激励下取向硅钢片磁滞及损耗特性模拟方法
使用独立的模拟数字转换器并行记录样品 H(t) 和 B(t)的大小,以避免相位差产生的误差。测试样 品参数见表 1。
表 1 硅钢叠片样品参数
Tab.1 Some key parameters of the silicon steel lamination
型号
ቤተ መጻሕፍቲ ባይዱ
长度/mm
宽度/mm
厚度/mm
片数
27ZH95
综上可知,针对非正弦激励下的磁特性模拟和 损耗计算的研究还不够深入,仍然存在一系列问题:
1)磁滞模型大多要基于测定的磁滞曲线,采用 优化算法得到拟合参数,当激励形式较为复杂时, 很难得到合适的参数,导致模型预测能力较弱。
2)对于谐波下的研究主要针对损耗的拟合, 并 没 有 同 步 实 现 动 态 磁 滞 特 性 的 模 拟 ,限 制 了 应 用 范围。
Baoding 071003 China 2. Hebei Provincial Key Laboratory of Electromagnetic&Structural Performance of Power
Transmission and Transformation Equipment Baoding 071056 China 3. State Grid Liaocheng Power Supply Company Liaocheng 252000 China)
赵小军 1 王 瑞 1 杜振斌 2 苑东伟 1 杜海泉 3
(1. 华北电力大学电力工程系 保定 071003 2.河北省输变电装备电磁与结构性能重点实验室 保定
3.国网聊城供电公司 聊城 252000)
071056
摘要 该文对交直流混合激励下(既含偏磁又含谐波)取向硅钢叠片的动态、静态磁滞特性 和损耗特性进行测量,分析激励中不同因素(如直流偏磁磁场强度、谐波次数)对损耗的影响规 律。提出基于非对称极限磁滞回线的 Preisach 模型参数辨识方法,实现静态磁滞回线的准确模拟。 提出交直流混合激励下异常损耗模拟及其参数提取方法,并基于损耗分离和场分离的等效关系, 得到交直流混合激励下的 Preisach 动态磁滞模型。通过仿真和实验结果的对比,验证了该方法的 有效性和准确性。

高应力循环加卸载下不同张开度裂隙类岩体变形损伤及能量演化

高应力循环加卸载下不同张开度裂隙类岩体变形损伤及能量演化

第37卷第2期2023年4月南华大学学报(自然科学版)Journal of University of South China(Science and Technology)Vol.37No.2Apr.2023收稿日期:2022-12-28基金项目:国家自然科学基金资助项目(51704168);湖南省自然科学基金资助项目(2019JJ50528)作者简介:赵子仪(1998 ),男,硕士研究生,主要从事水力耦合下岩体断裂机制方面的研究㊂E-mail:2998027092@㊂∗通信作者:杨少峰(1993 ),男,硕士,主要从事岩石断裂力学方面的研究㊂E-mail:2428867108@DOI :10.19431/ki.1673-0062.2023.02.006高应力循环加卸载下不同张开度裂隙类岩体变形损伤及能量演化赵子仪1,杨少峰2∗,邵朝阳3(1.南华大学资源环境与安全工程学院,湖南衡阳421001;2.山西紫金矿业有限公司,山西忻州034302;3.浙江交投浙东矿业有限公司,浙江台州318000)摘㊀要:为研究高应力循环加卸载作用下不同张开度对裂隙类岩体应力-应变曲线特征㊁滞回环面积和动弹性模量变化规律以及裂隙类岩体损伤特性的影响㊂基于RMT-150B 岩石力学试验机开展了不同张开度和裂隙倾角下裂隙类岩体高应力循环加卸载试验,获得高应力循环加卸载作用下裂隙类岩体力学性能㊂结果表明:高应力循环加卸载对类岩体峰值强度有 弱化 作用, 弱化 程度约为11%;以0.4mm 张开度为界限,小于0.4mm 的裂隙岩体滞回环面积随裂隙倾角增大呈先增大后减小规律,动弹性模量随裂隙倾角增大先减小后增大,大于0.4mm 时,滞回环面积和动弹性模量随裂隙倾角增大均呈递减趋势,且张开度增大,张拉裂纹萌生概率随之增加;绝对损伤参数随循环次数增加而增大,45ʎ裂隙倾角涨幅最为显著㊂关键词:高应力循环加卸载;张开度;滞回环;动弹性模量;绝对损伤参数中图分类号:TU452文献标志码:A 文章编号:1673-0062(2023)02-0037-09Deformation Damage and Energy Evolution of Rock Mass with Different Crack Width under Cyclic Loading and Unloading under High StressZHAO Ziyi 1,YANG Shaofeng 2∗,SHAO Zhaoyang 3(1.School of Resources Environment and Safety Engineering,University of South China,Hengyang,Hunan 421001,China;2.Shanxi Zijin Mining Company Limited,Xinzhou,Shanxi 034302,China;3.Zhejiang Jiaotou Zhedong Mining Company Limited,Taizhou,Zhejiang 318000,China)Abstract :In order to study the effects of different fracture opening degrees on the stress-strain curve characteristics,hysteretic loop area,dynamic elastic modulus and damage第37卷第2期南华大学学报(自然科学版)2023年4月characteristics of fractured rock mass under high stress cyclic loading and unloading.Based on RMT-150B rock mechanics testing machine,the high stress cyclic loading andunloading tests of fractured rock mass under different fracture opening degree and fracturedip angle were carried out,and the mechanical properties of fractured rock mass underhigh stress cyclic loading and unloading were obtained.The results show that high stresscyclic loading and unloading has a weakening effect on the peak strength of similar rockmass,and the degree of weakening is about11%.Taking the fracture opening degreeof0.4mm as the limit,the hysteretic ring area of fractured rock mass smaller than0.4mm increases at first and then decreases with the increase of fracture inclination angle,and the dynamic elastic modulus decreases at first and then increases with the increase offracture inclination angle.When it is larger than0.4mm,the hysteretic ring area and dy-namic elastic modulus decrease with the increase of fracture inclination angle,and whenthe fracture opening degree increases,the probability of tensile crack initiation increases.The absolute damage parameter increases with the increase of cycle times,and theincrease of45ʎfracture inclination angle is the most significant.key words:high stress cyclic loading and unloading;fracture opening degree;hysteresisloop back;modulus of elasticity;absolute damage parameters0㊀引㊀言随着国家经济快速发展,地铁㊁隧道㊁城市轨道交通等基础设施建设也在紧锣密鼓进行着㊂而这些基础设施在建设过程中,普遍存在着周期性动力荷载问题,基础建设越深,周期性动力荷载越强㊂国内外学者通过对比含裂隙和完整岩体的断裂破坏实验结果,证明了裂隙的存在会不同程度地降低岩体断裂强度,且岩体失稳破坏是由内部裂隙扩展演化所致㊂因此,探究高应力循环加卸载下岩体裂纹扩展演化机制有助于岩体稳定性研究㊂目前,国内外学者在静载作用下对裂隙岩体力学特性的研究已经比较深入,对循环加卸载作用下含裂隙岩体力学特性的研究也取得了一定进展㊂徐建光等[1]通过对裂隙岩体进行循环加卸载试验,发现不可逆变形随循环次数增加而增加是造成疲劳损伤的根本原因㊂李宁等[2]对比分析了循环荷载下裂隙砂岩和无裂隙砂岩的疲劳效应,结果表明:裂隙砂岩样比无裂隙砂岩样疲劳效应明显㊂王浪等[3]对含裂隙的中等风化灰岩进行了等幅值循环加卸载试验,得出在受损伤累计的影响下,岩体峰值应变与破坏点应变之间的差值明显比常规荷载作用下小很多的规律㊂刘毅等[4]对丁字形裂隙试样进行分级循环荷载试验,探究了主次裂隙倾角对试样的滞回曲线㊁强度及动弹性模量的影响,得出耗散能随循环次数的增加而缓慢减小的规律㊂魏元龙等[5]探究了循环加卸载作用下天然裂隙脆性页岩破裂特征,发现天然裂隙使得页岩性质局部劣化㊁加剧裂隙扩展和破坏提前,导致屈服应力㊁破裂压力和峰值强度减小㊂胡盛斌等[6]探究了循环荷载下含孔洞缺陷岩体破坏特征,发现疲劳裂隙首先在应力集中的缺陷与机体材料界面边缘处萌生扩展㊂王述红等[7]探究了循环加卸载条件下岩桥倾角和裂隙倾角对试样弹性模量的影响规律,发现多数裂隙岩体弹性模量随循环次数增加表现出强化现象,且第一次循环对弹性模量强化最为显著㊂申艳军等[8]针对单裂隙岩体循环加卸载累积性损伤及断裂演化开展研究,发现循环加卸载后,0ʎ倾角裂隙岩体损伤累积最早达到破坏㊂周详[9]模拟了不同裂隙倾角下双裂隙大理岩循环加卸载试验,发现裂纹扩展规律随倾角和围压的变化而变化㊂C.D.Martin等[10]通过循环加卸载试验探究了累积损伤对裂隙初始应力㊁损伤应力和峰值应力的影响㊂鲜于文攀等[11]探究了不同裂隙倾角下脆性岩体力学特性,发现岩体的破坏模式以45ʎ为界限出现了不同的破坏模式,且峰值强度随裂隙倾角的增大呈 V 型,且在45ʎ最小㊂S.Nemat-Nasserr等[12]对含有预制裂隙岩石进行循环加载实验,对比分析了单裂隙及多裂隙的裂纹萌生㊁扩展和贯通机制,并依此建立了相关力学理论模型㊂石北啸等[13]探究了循环荷载和静荷载组合下裂隙岩体力学特性㊁破坏模式等,得出随裂隙倾角增第37卷第2期赵子仪等:高应力循环加卸载下不同张开度裂隙类岩体变形损伤及能量演化2023年4月大,其弹性模量和峰值强度呈上升趋势㊂张琰等[14]采用PFC 3D 模拟了大理岩人字形切槽圆盘循环加载试验,并从微观角度探究了循环荷载作用下大理岩变形特征及断裂特性,认为循环荷载作用下裂纹前端存在断裂过程区的扩展㊂杨圣奇等[15]探究了不同围压下含贯通裂隙砂岩变形演化规律㊁强度特征以及破坏模式,发现在低围压和高围压不同情况下,裂纹损伤阈值随循环次数的增加出现不同的变化趋势,且破坏模式也截然不同㊂白仕红[16]探究了在双轴循环荷载条件下裂隙岩石的岩体裂纹扩展贯通模式㊁全过程应力-应变滞回曲线以及能量演化规律,得出45ʎ裂隙倾角试件耗散能最大,倾角为60ʎ时次之,倾角为30ʎ时最小㊂结合国内外研究成果发现,尽管试验研究已经在很多方面取得了丰硕的成果,但研究工作侧重于裂隙倾角㊁尺寸效应㊁裂隙形态对裂隙岩体破坏特征和能量演化特征的影响,对不同裂隙张开度下裂隙岩体变形损伤机制及能量演化特征并未涉及㊂因此,本文开展了不同张开度下裂隙类岩体高应力循环加卸载试验,通过对高应力循环加卸载作用下类岩石材料的应力-应变㊁破坏模式㊁滞回环面积及动弹性模量的对比分析,旨在揭示不同张开度下裂隙岩体变形损伤及能量演化规律,为基础设施建设提供相应的理论依据㊂1㊀实验概况1.1㊀试件制备试件利用物理力学参数可控的水泥砂浆材料制备,其质量比为白水泥ʒ细沙ʒ水=5ʒ5ʒ2混合制备而成,细沙经孔径为1.25mm 筛子筛分后水洗晾干处理,以消除细沙中土对试验结果的影响,该类岩石材料物理力学参数见表1㊂表1㊀类岩石材料物理力学参数Table 1㊀Physico-mechanical properties of rock-like specimens密度ρ/(g㊃cm -3)单轴抗压强度σc /MPa单轴抗拉强度σt /MPa弹性模量E /GPa 黏聚力c /MPa 泊松比ν内摩擦角φ/ʎ2.18855.524.378.629.510.2234.65㊀㊀采用浇筑法制备试件,试件模具为钢制模具,其内部尺寸为150mm ˑ50mm ˑ200mm㊂采用预埋钢片的方法预制贯通裂隙,钢片长70mm,宽30mm,钢片厚度b 分别为0.1mm㊁0.2mm㊁0.4mm 和0.8mm,裂隙倾角β分别设为0ʎ㊁15ʎ㊁30ʎ㊁45ʎ㊁60ʎ㊁75ʎ和90ʎ㊂每种工况试件及完整试件各制备6个,共计174个㊂待模型浇筑完毕振捣5min 后抹平,终凝后拔出钢片形成预制裂隙,并于24h 后脱模㊂将制备完毕的试件放入标准养护箱中养护25d 后,取出静置于阴凉通风处3d 后进行加载㊂图1为裂隙试件示意图及实物图㊂图1㊀裂隙试件示意图及实物图Fig.1㊀Schematic diagram and physical diagram of crack specimen1.2㊀试验设备及加载条件试验选用RMT-150B 岩石力学试验机对试件施加轴向荷载,但由于原加载探头无法对矩形试件正常加载,因此团队在原加载探头下方安置一第37卷第2期南华大学学报(自然科学版)2023年4月加载框架,用于提吊矩形加载板(如图2)㊂试验过程中,首先通过单轴压缩试验测得类岩体材料抗压强度,从而确定高应力加卸载上限应力比0.7,下限应力比0.5㊂后对裂隙试件进行高应力等幅值循环加卸载,加载次数为5次,加卸载速率为0.5kN /s,加载方式如图3所示㊂图2㊀RMT-150B 岩石力学试验机Fig.2㊀Modified servo rigid test machineRMT-150B图3㊀循环加卸载方式Fig.3㊀Cyclic loading and unloading method2㊀试验结果分析2.1㊀循环加卸载应力-应变曲线本文对不同张开度的裂隙岩体进行了高应力循环加卸载试验㊂以0.1mm 张开度45ʎ裂隙倾角试件为例,其应力-应变曲线如图4所示㊂由图4可知,类岩体材料经过单轴加载和循环加卸载到达峰值强度后,应力-应变关系曲线均呈现快速跌落特征,试件短时间丧失承载力,符合脆性破坏特征㊂观察发现45ʎ倾角试件循环加卸载后,其滞回环随加载次数增加变得越来越狭窄㊂5次加卸载后,轴向应变明显增大约0.03%,裂隙试件出现疲劳损伤,继续加载,类岩体材料应力-应变曲线变化趋势与单轴压缩无明显差异,但类岩体材料峰值强度比单轴压缩降低约11%,峰值轴向应变降低约13%㊂对于脆性岩体来说,导致峰值强度降低的主要原因为,轴向应力在大于起裂应力下进行循环加卸载时,每次循环加卸载都会对裂隙岩体造成新的疲劳损伤,累积的疲劳损伤导致类岩体峰值强度降低,这也是造成滞回环不断向前推移的主要原因㊂图4㊀类岩石材料应力-应变曲线Fig.4㊀Stress-strain curve under uniaxial loadingof rock materials2.2㊀耗散能分析循环加卸载试验过程中,循环阶段滞回环通常是不闭合的㊂滞回环是指循环加卸载中加载曲线与卸载曲线围成的一个近似封闭环线(如图5)㊂加载曲线与卸载曲线之所以不重合,主要原因是岩体内部存在微裂隙,循环加卸载过程中因部分能量耗散使得卸载曲线不会沿着加载曲线返回㊂图5㊀加卸载滞回环Fig.5㊀Loading and unloading hysteresis loop第37卷第2期赵子仪等:高应力循环加卸载下不同张开度裂隙类岩体变形损伤及能量演化2023年4月由图5可知,滞回环由两部分组成:即曲线ABEA 围成的近似闭环面积和考虑残余变形及滞后效应引发的能量消耗[17]的矩形BEDCB 面积㊂众所周知,滞回环面积代表一个应力循环所消耗的能量,主要用于岩体内部颗粒之间产生的摩擦损耗以及原有微裂纹扩展和新裂纹的产生㊂滞回环面积可用循环加卸载滞回能Δw p 表示:Δw p =ʏεdmaxεdmin (σdmax -σdmin )d ε-ʏεdmax εde(σdmax -σdmin )d ε(1)式中:σdmax ㊁σdmin 分别为滞回环最大应力和最小应力;εdmin ㊁εde 分别为滞回环起始和结束时的应变值;εdmax 为滞回环最大应变㊂由式(1)计算出不同张开度下各个倾角试件每次加卸载滞回环面积,见图6㊁图7㊂由图6可知,裂隙岩体滞回环面积整体呈L 型变化㊂同一张开度和裂隙倾角条件下,随循环次数的增加,滞回环面积先急剧减小后趋于平缓㊂主要原因为,第1次循环加卸载能量主要消耗于裂隙岩体预制裂隙压密闭合,在此期间,岩体内部颗粒产生较大塑性变形,岩体内部微观结构调整基本完成,后随循环次数增加,裂隙岩体内部微裂纹稳定扩展,耗散能趋于稳定㊂观察0.1mm 张开度各个裂隙倾角试件滞回环面积发现,整体曲线群分布较为紧凑㊂特别的,完整试件滞回环面积最小,随循环次数增加,滞回环面积缩减较小约0.04kJ /m 3;45ʎ倾角试件滞回环面积最大,且滞回环面积缩减也最为显著约0.14kJ /m 3㊂当张开度为0.4mm 时,0ʎ倾角试件滞回环面积最大,后随裂隙倾角增大滞回环面积逐渐减小,滞回环面积缩减集中在0.17kJ /m 3与0.11kJ /m 3,面积曲线上下均匀分布,但完整试件滞回环面积变化曲线脱离了含裂隙的曲线群,这是因为0.1mm 时裂隙张开度较小,裂隙近乎闭合,与完整试件差异较小,而0.4mm 时预制裂隙张开度较大,滞回环面积受裂隙影响显著,使得滞回环面积与0.1mm 相比增加35%~55%㊂图6㊀滞回环面积与循环次数的关系曲线Fig.6㊀Relation curve between hysteresis loop area and number of cycles㊀㊀如图7所示,张开度为0.1mm 和0.2mm时,滞回环面积变化规律随裂隙倾角增大先增大后减小,呈 上凸 型且在45ʎ时最大㊂这是因为倾角为45ʎ时,根据莫尔-库仑强度准则,试件发生剪切破坏,破裂面与最大主应力方向夹角μ=45ʎ-β/2,试件内摩擦角较小,45ʎ裂隙较接近最不利剪切面㊂同时发现,与第一次循环相比,第五次循环下各倾角试件滞回环面积均有所减小,曲线波动幅度减弱㊂当张开度为0.4mm 和0.8mm 时,滞回环面积随裂隙倾角增大呈递减趋势,与第一次循环相比,第五次循环下滞回环面积曲线近似在一条直线上㊂分析认为,裂隙张开度增大,张开度对类岩体破坏的影响逐渐大于倾角的影响㊂当循环次数和裂隙倾角相同时,张开度越大,预制裂隙可压缩变形越大,其产生的不可逆变形也就越大,从而导致裂隙岩体内部消耗的能量越多㊂2.3㊀动弹性模量分析滞回环平均斜率反映了动弹性模量的大小,动弹性模量的变化反映了循环加卸载下岩体致密程度和内部损伤情况㊂动弹性模量E d 表达式第37卷第2期南华大学学报(自然科学版)2023年4月如下:E d =(σdmax -σdmin )(εdmax -(εde +εdmin )2)㊂(2)㊀㊀循环加卸载下动弹性模量变化曲线如图8㊁图9所示㊂由图8可知,动弹性模量整体呈抛物线型,同一张开度和裂隙倾角下,动弹性模量随循环次数增加先急剧增长后趋于平缓㊂张开度为0.1mm 时,曲线群均匀分布㊂特别的,完整试件动弹性模量最大;但0ʎ倾角试件涨幅最为明显,第2次循环动弹性模量增长约11.60MPa㊂张开度增大为0.4mm 时,含裂隙曲线群动弹性模量有些许降低;完整试件动弹性模量变化曲线脱离了曲线群,第2次循环动弹性模量涨幅最小㊂图9显示,张开度为0.1mm 和0.2mm 时,裂隙岩体动弹性模量随裂隙倾角的增大先减小后增大,在45ʎ时最小㊂这是由于张开度较小时,裂隙倾角对类岩石材料的破坏影响起主导作用,在45ʎ时裂隙面上的剪应力最大,更容易发生剪切破坏㊂同时发现循环次数增大,使得岩体内部较为紧密,最终表现为动弹性模量均有所增大㊂当张开度为0.4mm 和0.8mm 时,动弹性模量随裂隙倾角增大而增大㊂这是因为张开度增大,裂隙张开度对裂隙岩体的破坏影响起主导作用㊂观察发现,动弹性模量随裂隙张开度增大而减小㊂分析认为,当循环次数和裂隙倾角相同时,张开度增大,裂隙岩体内部预制微裂纹压密变形增大,裂纹扩展增加,岩体内部损伤逐渐累积,最终导致动弹性模量减小㊂图7㊀滞回环面积与裂隙倾角的关系曲线Fig.7㊀The relation curve between the area of hysteresis loop and the Angle offracture图8㊀动弹性模量与循环次数的关系曲线Fig.8㊀Relation curve between dynamic modulus of elasticity and number of cycles第37卷第2期赵子仪等:高应力循环加卸载下不同张开度裂隙类岩体变形损伤及能量演化2023年4月图9㊀动弹性模量与裂隙倾角的关系曲线Fig.9㊀The relation curve between dynamic modulus of elasticity and crack dip Angle㊀㊀图10为0.1mm 和0.4mm 张开度下0ʎ㊁45ʎ㊁90ʎ裂隙倾角试件最终破坏模式,其中裂纹主要分为张拉裂纹(T)和剪切裂纹(S)㊂由图10可知,裂隙岩体破坏模式受裂隙倾角影响㊂随裂隙倾角增大,裂隙岩体破坏模式由张拉破坏为主逐渐演变为剪切破坏占主导地位㊂同时发现,随着张开度的增大,张拉裂纹萌生的概率增加㊂验证了随着裂隙张开度的增大,张开度对类岩石的破坏模式㊁动弹性模量及其他方面的影响占主导作用㊂图10㊀类岩石材料的破坏照片Fig.10㊀Failure photos of rock materials第37卷第2期南华大学学报(自然科学版)2023年4月2.4㊀岩体断裂损伤力学特性分析循环加卸载是裂隙岩体损伤的渐进积累,本文采用损伤等效的方法对循环加卸载过程中裂隙岩体损伤过程进行分析㊂参照E.Eberhardt 等[18]关于循环加卸载过程损伤参数的定义,绝对损伤参数w ax 计算公式如下:w ax =εper ax (i )ðni =1εper ax (i )(3)式中:εper ax(i )为轴向不可逆应变;i 为加卸载次数;n 为加卸载总次数㊂由式(3)计算出循环加卸载过程中裂隙岩体损伤的变化结果,如图11所示(以0.1mm 张开度为例),第一次循环与后续循环的绝对损伤变量差距较大,随循环次数增加,其绝对损伤参数先急剧增大后趋于平缓,以45ʎ倾角试件涨幅最为明显,说明在45ʎ时循环加卸载阶段的损伤更为严重㊂图11㊀绝对损伤参数与循环次数的曲线关系Fig.11㊀Curve relationship between absolute damageparameters and number of cycles3㊀结㊀论通过对不同张开度和倾角的裂隙类岩体进行高应力循环加卸载试验,分析了张开度和裂隙倾角复合因素对裂隙岩体应力-应变曲线㊁滞回环面积㊁动弹性模量及岩体断裂损伤力学特性的影响规律与机制,得出以下结论:1)类岩石材料在单轴加载和循环荷载作用下应力-应变关系曲线均呈现快速跌落的特征,短时间丧失承载力,同时循环加卸载对类岩石材料有一定的 弱化 作用, 弱化 程度约11%㊂2)当循环次数和裂隙倾角相同时,滞回环面积随着张开度的增大而增大;当张开度为0.1mm 和0.2mm 时,滞回环面积随裂隙倾角的增大先增大后减小,且在45ʎ时最小;当张开度为0.4mm和0.8mm 时,滞回环面积随裂隙倾角增大呈递减趋势㊂3)当循环次数和裂隙倾角相同时,动弹性模量随张开度增大而减小,张拉裂纹萌生概率增加;当张开度为0.1mm 和0.2mm 时,裂隙岩体动弹性模量随裂隙倾角增大先减小后增大,且在45ʎ时最小;而当张开度为0.4mm 和0.8mm 时,裂隙岩体动弹性模量随裂隙倾角增大而增大㊂4)裂隙岩体绝对损伤参数随循环次数增加先急剧增大后趋于平缓,其中45ʎ倾角试件涨幅最为明显㊂参考文献:[1]徐建光,张平,李宁.循环荷载下断续裂隙岩体的变形特性[J].岩土工程学报,2008,30(6):802-806.[2]李宁,张平,陈蕴生.循环荷载下冻结裂隙砂岩动疲劳特性研究(英文)[J].岩土工程学报,2002,24(5):636-639.[3]王浪,陈弘毅,邓辉.循环荷载下岩石微裂隙发育规律试验研究[J].人民长江,2016,47(增刊1):150-153.[4]刘毅.分级循环荷载下丁字形裂隙试样的力学特性及其损伤规律实验研究[D].西安:西安理工大学,2020:79-80.[5]魏元龙,杨春和,郭印同,等.单轴循环荷载下含天然裂隙脆性页岩变形及破裂特征试验研究[J].岩土力学,2015,36(6):1649-1658.[6]胡盛斌,邓建,马春德,等.循环荷载作用下含缺陷岩石破坏特征试验研究[J].岩石力学与工程学报,2009,28(12):2490-2495.[7]王述红,王子和,王凯毅,等.循环荷载下含双裂隙砂岩弹性模量的演化规律[J].东北大学学报(自然科学版),2020,41(2):282-286.[8]申艳军,杨更社,王铭,等.冻融-周期荷载下单裂隙类砂岩损伤及断裂演化试验分析[J].岩石力学与工程学报,2018,37(3):709-717.[9]周详,李江腾.循环加卸载条件下脆性岩体裂纹演化规律[J].中南大学学报(自然科学版),2020,51(3):724-731.[10]MARTIN C D,CHANDLER N A.The progressive frac-ture of lac du bonnet granite[J].International journalof rock mechanics and mining sciences &geomechanicsabstracts,1994,31(6):643-659.(下转第67页)。

SPE-159919译文

SPE-159919译文

SPE 159919裂缝型页岩气藏中多尺度流动的扩展有限元建模M. Sheng1, SPE, G. Li, SPE,中国石油大学(北京), S.N. Shah, SPE, and X. Jin, SPE, 俄克拉何马大学版权所有2012,石油工程师学会这篇是准备在美国德克萨斯州圣安东尼奥2012年10月8-10日举行的SPE年度技术会议和展览上进行发表的文章。

本文是SPE程序委员会选定审查的,当中未确认作者所提交的摘要信息。

本文的内容没有被石油工程师学会审查的,也未进行作者更正。

材料不一定反映石油工程师在社会的任何位置,管理人员或成员。

在没有石油工程师的社会的书面同意的情况下禁止电子复制、分发、或储存该文章的任何部分。

印刷复制许可限制在300字以内的摘要;插图不可以被复制。

摘要必须明显包含和承认SPE所有的版权。

摘要一个页岩气的经济生产方案需要更好地了解其气体流动方式和建立合适的油气藏模型。

在复杂的裂缝中和多尺度流动通道中气体流动行为的复杂程度加强。

这篇文章结合改进页岩气运输模型和扩展有限元建模(XFEM)来描述页岩气的主要流动机制和其离散裂隙网络。

页岩气的被视为具有离散裂缝的双重渗透介质。

离散裂缝不需要划分网格,它可以将给定的位置、长度和取向放在任何地方。

岩石变形与瓦斯流动的隐式耦合反映页岩气的应力敏感性。

此外,在破碎断裂中的置换和基质孔隙水压力被视为不连续的近似函数集合。

用计算机编码的开发一个模型,此模型以双渗介质固结问题为验证代码。

结果表明与常规压力场的连续裂缝模型的比较,页岩气的压力场明显被离散裂缝干扰。

因此,将页岩气所处裂隙认为是多孔介质离散裂缝是很重要的。

为提高上述模型的应用,页岩气储层提出了一个案例研究。

模拟在裂缝性储层中以双模式网络为基础。

因为前者使孔隙水压力场耗尽对称,显而易见正交裂隙网络是一个与斜裂缝相反的理想模式。

此外,敏感区域是控制压力衰减的主要因素。

结果表明,所提出的模型和代码是能够模拟页岩气藏所处的离散裂隙网络的。

Does Dark Matter at the Center and in the Halo of the Galaxy Consist of the Same Particles

Does Dark Matter at the Center and in the Halo of the Galaxy Consist of the Same Particles

a rXiv:as tr o-ph/111536v128Nov21Does Dark Matter at the Center and in the Halo of the Galaxy Consist of the Same Particles?Neven Bili ´c 1,F austin Munyaneza,Gary B.Tupper,and Raoul D.Viollier 2Institute of Theoretical Physics and Astrophysics Department of Physics,University of Cape Town Private Bag,Rondebosch 7701,South Africa After a discussion of the properties of degenerate fermion balls,we analyze the orbits of the star S0-1,which has the smallest projected distance to Sgr A ∗,in the supermassive black hole as well as in the fermion ball scenarios of the Galactic center.It is shown that both scenarios are consistent with the data,as measured during the last six years by Genzel et al.and Ghez et al..We then consider a self-gravitating ideal fermion gas at nonzero temperature as a model for the Galactic halo.The Galactic halo of mass ∼2×1012M ⊙enclosed within a radius of ∼200kpc implies the existence of a supermassive compact dark object at the Galactic center that is in hydrostatic and thermal equilibrium with the halo.The central object has a maximal mass of ∼2.3×106M ⊙within a minimal radius of ∼18mpc or ∼21light-days for fermion masses ∼15keV.We thus conclude that both the supermassive compact dark object and the halo could be made of the same weakly interacting ∼15keV particle.PRESENTED ATCOSMO-01Rovaniemi,Finland,August 29–September 4,20011IntroductionIn the past,self-gravitating degenerate neutrino matter has been suggested as a model for quasars,with neutrino masses in the0.2keV∼<m∼<0.5MeV range[1].Later it was used to describe dark matter in clusters of galaxies and in galactic halos,with neutrino masses in the1∼<m/eV∼<25range[2].More recently,supermassive compact dark objects consisting of weakly interacting degenerate fermionic matter,with fermion masses in the10∼<m/keV∼<20range,have been proposed[3,4,5,6,7]as an alternative to the supermassive black holes that are believed to reside at the centers of many galaxies.It has been pointed out that such degenerate fermion balls could cover[5]the whole range of the supermassive compact dark objects that have been observed so far with masses ranging from106to3×109M⊙[8].Most recently,it has been shown that a weakly interacting dark matter particle in the mass range1∼<m/keV∼<5could solve the problem of the excessive structure generated on subgalactic scales in N-body and hydrodynamical simulations of structure formation in this Universe[9].So far the masses of∼20supermassive compact dark objects at the center of galaxies have been measured using various techniques[8].The most massive compact dark object ever observed is located at the center of M87in the Virgo cluster,and it has a mass of about 3×109M⊙[10].If we identify this object of maximal mass with a degenerate fermion ball at the Oppenheimer-Volkoff(OV)limit[11],i.e.,M OV=0.54M3Pl m−2g−1/2≃3×109M⊙[5],where M Pl=The required weakly interacting fermion of∼15keV mass cannot be an active neu-trino,as it would overclose the Universe by orders of magnitude[14].Moreover,an active neutrino of∼15keV is disfavored by the experimental data on solar and atmospheric neutrinos,as these are most probably oscillating into active neutrinos with smallδm2[15], and theνe mass has been determined to be<3eV[16].However,the∼15keV fermion could very well be a sterile neutrino,contributingΩd≃0.3to the dark matter fraction of the critical density today.Indeed,as has been shown for an initial lepton asymmetry of∼10−3,a sterile neutrino of mass∼10keV may be resonantly produced in the early Universe with near closure density,i.e.Ωd∼1[17].The resulting energy spectrum of the sterile neutrinos is cut offfor energies larger than the resonance energy,thus mimicking a degenerate fermion gas.As an alternative possibility,the∼15keV sterile neutrino could be replaced by the axino[18]or the gravitino[19,20]in soft supersymmetry breaking scenarios.In the recent past,galactic halos have been successfully modeled as a self-gravitating isothermal gas of particles of arbitrary mass,the density of which scales asymptotically as r−2,yieldingflat rotation curves[21].As the supermassive compact dark objects at the galactic centers are well described by a gas of fermions of mass m∼15keV at T=0, it is tempting to explore the possibility that one could describe both the supermassive compact dark objects and their galactic halos in a unified way in terms of a fermion gas atfinite temperature.We will show in this paper that this is indeed the case,and that the observed dark matter distribution in the Galactic halo is consistent with the existence of a supermassive compact dark object at the center of the Galaxy which has about the right mass and size,and is in thermal and hydrostatic equilibrium with the halo.2Dynamics of the Stars Near the Galactic Center We now would like to compare the predictions of the black hole and fermion ball scenarios of the Galactic center,for the stars with the smallest projected distances to Sgr A∗,based on the measurements of their positions during the last six years[7,12].The projected orbits of three stars,S0-1(S1),S0-2(S2)and S0-4(S4),show deviations from uniform motion on a straight line during the last six years,and they thus may contain nontrivial information about the potential.For our analysis we have selected the star,S0-1,because its projected distance from Sgr A∗in1995.53,4.4mpc or5.3light-days,makes it most likely that it could be orbiting within a fermion ball of radius∼18mpc or∼21light-days. We thus may in principle distinguish between the black hole and fermion ball scenarios for this star.The dynamics of the stars in the gravitationalfield of the supermassive compact dark object can be studied solving Newton’s equation of motion,taking into account the initial position and velocity vectors at,e.g.,t0=1995.4yr,i.e., r(t0)≡(x,y,z)and ˙ r(t0)≡(v x,v y,v z).For the fermion ball the source of gravitationalfield is the mass M(r) enclosed within a radius r[3,7]while for the black hole it is M c=M(R c)=2.6×106M⊙.2The x-axis is chosen in the direction opposite to the right ascension(RA),the y-axis inthe direction of the declination,and the z-axis points towards the sun.The black hole and the center of the fermion ball are assumed to be at the position of Sgr A∗which isalso the origin of the coordinate system at an assumed distance of8kpc from the sun.In Figs.1and2the right ascension(RA)and declination of S0-1are plotted as a function of time for various unobservable z’s and v z=0in1995.4,for the black hole andfermion ball scenarios.The velocity components v x=340km s−1and v y=−1190kms−1in1995.4have beenfixed from observations.In the case of a black hole,both RA and declination depend strongly on z in1995.4,while the z-dependence of these quantities inthe fermion ball scenario is rather weak.We conclude that the RA and declination data of S0-1are wellfitted with|z|≈0.25′′in the black hole scenario,and with|z|∼<0.1′′in thefermion ball case(1′′=38.8mpc=46.2light-days at8kpc).Of course,we can also trytofit the data varying both the unknown radial velocity v z and the unobservable radial distance z.The results are summarized in Fig.3,where the z−v z phase-space of1995.4,thatfits the data,is shown.The small range of acceptable|z|and|v z|values in the black hole scenario(solid vertical line)reflects the fact that the orbit of S0-1depend stronglyon z.The weak sensitivity of the orbit on z in the fermion ball case is the reason forthe much larger z−v z phase-spacefitting the data of S0-1[12],as shown by the dashed box.The dashed and solid curves describe the just bound orbits in the fermion ball andblack hole scenarios,respectively.The star S0-1is unlikely to be unbound,because inthe absence of close encounters with stars of the central cluster,S0-1would have to fall in with an initial velocity that is inconsistent with the velocity dispersion of the stars atinfinity.Fig.4shows some typical projected orbits of S0-1in the black hole and fermion ballscenarios.The data of S0-1may befitted in both scenarios with appropriate choices of v x,v y,z and v z in1995.4.The inclination angles of the orbit’s plane,θ=arccos L z/| L| , with L=m r×˙ r,are shown next to the orbits.The minimal inclination angle thatdescribes the data in the black hole case isθ=70o,while in the fermion ball scenario it isθ=0o.In the black hole case,the minimal and maximal distances from Sgr A∗are r min =0.25′′and r max=0.77′′,respectively,for the orbit with z=0.25′′and v z=0which has a period of T0≈161yr.The orbits with z=0.25′′and v z=400km s−1or z=0.25′′and v z=700km s−1have periods of T0≈268yr or T0≈3291yr,respectively.In the fermion ball scenario,the open orbit with z=0.1′′and v z=0has a“period”of T0≈77yr with r min=0.13′′and r max=0.56′′.The open orbits with z=0.1′′and v z=400 km s−1or z=0.1′′and v z=900km s−1have“periods”of T0≈100yr or T0≈1436yr, respectively.In concluding,it is important to note that,based on the data of the star S0-1[12],the fermion ball scenario cannot be ruled out.In fact,in view of the z−v z phase space,that is much larger in the fermion ball scenario than in the black hole case,there is reason to treat the fermion ball scenario of the supermassive compact dark object at the center of our Galaxy with the respect it deserves.33Dark Matter in the Center and the Halo of the GalaxyDegenerate fermion balls are well understood in terms of the Thomas-Fermi theory applied to self-gravitating fermionic matter at T=0[3].Extending this theory to nonzero temperature[22,23,24],it has been shown that at some critical temperature T=T c, a self-gravitating ideal fermion gas,having a mass below the OV limit enclosed in a spherical cavity of radius R,may undergo afirst-order gravitational phase transition from a diffuse state to a condensed state.This is best seen plotting the energy and free energy as functions of the temperature which are three-valued in some temperature interval, exhibiting a Maxwell-Boltzmann branch at high temperatures and the degenerate branch at low temperatures.However,thisfirst-order phase transition can only take place if the Fermi gas is able to get rid of the large latent heat which is due to the binding energy of the fermion ball.As the short-range interactions of the fermions are negligible,the gas cannot release its latent heat;it will thus be trapped for temperatures T<T c in a thermodynamic quasi-stable supercooled state close to the point of gravothermal collapse. The Fermi gas will be caught in the supercooled state even if the total mass of the gas exceeds the OV limit,as a stable condensed state does not exist in this case.The formation of a supercooled state close to the point of gravothermal collapse,may be understood as a process similar to that of violent relaxation,which was introduced to describe rapid virialization of stars of different mass in globular clusters[25,26]with-out invoking binary collisions of the stars,as these would not contribute significantly to thermalization on a scale of the age of the Universe.Through the gravitational collapse of a cold overdensefluctuation,∼1Gyr after the Big Bang,part of gravitational energy transforms into the kinetic energy of random motion of small-scale densityfluctuations. The resulting virialized cloud will thus be well approximated by a gravitationally stable thermalized halo.In order to estimate the mass-temperature ratio,we assume that the cold overdense cloud of the mass of the Galaxy M stops expanding at the time t m,reach-ing its maximal radius R m and minimal average densityρm=3M/(4πR3m).The total energy per particle is just the gravitational energyE=−3R m.(1)Assuming spherical collapse[27]one arrives atρm=9π216Ωdρ0(1+z m)3,(2)where¯ρ(t m)is the background density at the time t m or cosmological redshift z m,and ρ0≡3H20/(8πG)is the present critical density.We now approximate the virialized cloud by a singular isothermal sphere[26]of mass M and radius R,characterized by a constant4circular velocity Θ=(2T/m )1/2and the density profile ρ(r )=Θ2/4πGr 2.Its total energy per particle is the sum of gravitational and thermal energies,i.e.,E =−1R =−15G (6Ωd ρ0M 2)1/3(1+z m ).(4)Taking Ωd =0.3,M =2×1012M ⊙,z m =4,and H 0=65km s −1Mpc −1,we find Θ≃220km s −1,which corresponds to the mass-temperature ratio m/T ≃4×106.Next,we briefly discuss the general-relativistic extension of the Thomas-Fermi theory[23]for a self-gravitating gas of N fermions with mass m and degeneracy factor g at the temperature T enclosed in a sphere of radius R .We denote by p ,ρ,and n the pressure,energy density,and particle number density of the gas,respectively.In the following we use the units in which G =1.The metric generated by the mass distribution is static,spherically symmetric,and asymptotically flat,i.e.,ds 2=ξ2dt 2−(1−2M /r )−1dr 2−r 2(dθ2+sin θdφ2).(5)For numerical convenience,we introduce the parameter α=µ/T and the substitution ξ=(ϕ+1)−1/2µ/m ,where µis the chemical potential associated with the conserved particle number N .The equation of state for a self-gravitating gas may thus be represented in parametric form [28]asn =11+exp {[(y 2+1)1/2/(ϕ+1)1/2−1]α},(6)ρ=11+exp {[(y 2+1)1/2/(ϕ+1)1/2−1]α},(7)p =11+exp {[(y 2+1)1/2/(ϕ+1)1/2−1]α},(8)where appropriate length and mass scales a and b ,respectively,have been chosen such that a =b =(2/g )1/2/m 2.Restoring ¯h ,c ,and G ,we havea =g¯h M Pl2m 2km ,(9)b = g M 3Pl 2m2M ⊙.(10)5Thus fermion mass,degeneracy factor,and chemical potential are eliminated from the equation of state.Einstein’sfield equations for the metric(5)are given bydϕr(r−2M),(11)d Mdr=4πr2(1−2M/r)−1/2n(13) imposing particle-number conservation as a condition at the boundaryN(R)=N.(14) Eqs.(11)-(13)should be integrated using the boundary conditions at the origin,i.e.,ϕ(0)=ϕ0>−1,M(0)=0,N(0)=0.(15) It is useful to introduce the degeneracy parameterη=αϕ/2,which,in the Newtonian limit,approachesηnr=(µnr−V)/T,withµnr=µ−m being the nonrelativistic chemical potential and V the Newtonian potential.Asϕis monotonously decreasing with increas-ing r,the strongest degeneracy is obtained at the center withη0=αϕ0/2.The parameter η0,uniquely related to the central density and pressure,will eventually befixed by the requirement(14).For r≥R,the functionϕyields the usual empty-space Schwarzschildsolutionϕ(r)=µ2r −1−1,(16)withM=M(R)= R0dr4πr2ρ(r).(17) Given the temperature T,the set of self-consistency equations(6)-(13),with the bound-ary conditions(14)-(17)defines the general-relativistic extension of the Thomas-Fermi equation.4Numerical ResultsThe numerical procedure is now straightforward.For afixed,arbitrarily chosenα,wefirst integrate Eqs.(11)and(12)numerically on the interval[0,R]tofind the solutions for various central values of the degeneracy parameterη0.Integrating(13)simultaneously,6yields N(R)as a function ofη0.We then select the value ofη0for which N(R)=N.The chemical potentialµcorresponding to this particular solution is given by Eq.(16)which in turn yields the parametric dependence on the temperature throughα=µ/T.The quantities N,T,and R are free parameters of our model and their range of values are dictated by the physics of the problem at hand.At T=0the number of fermions N is restricted by the OV limit N OV=2.89×109radius is at which the r−2asymptotic behavior of the density begins.Theflattening of the Galactic rotation curve begins in the range1∼<r/kpc∼<10,hence the solution(3’) most likely describes the Galaxy’s halo.This may be verified by calculating the rotational curves in our model.We know already from the estimate(4)that our model yields the correct asymptotic circular velocity of220km/s.In order to make a more realistic com-parison with the observed Galactic rotation curve,we must include two additional matter components:the bulge and the disk.The bulge is modeled as a spherically symmetric matter distribution of the form[31]ρb(s)=e−hs[(u+1)8−1]1/2,(18)where s=(r/r0)1/4,r0is the effective radius of the bulge and h is a parameter.We adopt r0=2.67kpc and h yielding the bulge mass M b=1.5×1010M⊙[32].In Fig.8the mass of halo and bulge enclosed within a given radius is plotted for variousη0.Here,the gravitational backreaction of the bulge on the fermionic halo has been taken into account. The data points,indicated by squares,are the mass M c=2.6×106M⊙within18mpc, estimated from the motion of the stars near Sgr A∗[12],and the mass M50=5.4+0.2−3.6×1011 within50kpc,estimated from the motions of satellite galaxies and globular clusters[30]. Variation of the central degeneracy parameterη0between24and32does not change the essential halo features.In Fig.9we plot the circular velocity components of the halo,the bulge,and the disk. The contribution of the disk is modeled as[33]Θd(r)2=Θd(r o)21.97(r/r o)1.22one important difference:in the Maxwell-Boltzmann case the curve continues to spiral inwards ad infinitum approaching the point of the singular isothermal sphere,that is characterized by an infinite central density.In Fermi-Dirac case the spiral consists of two almost identical curves.The inwards winding of the spiral begins for some negative central degeneracy and stops at the point T=2.3923×10−7m,E=−1.1964×10−7m, whereη0becomes zero.This part of the curve,which basically depicts the behavior of a nondegenerate gas,we call Maxwell-Boltzmann branch.By increasing the central de-generacy parameter further to positive values,the spiral begins to unwind outwards very close to the inwards winding curve.The outwards winding curve will eventually depart from the Maxwell-Boltzmann branch for temperatures T∼>10−3m.Further increase of the central degeneracy parameter brings us to a region,where general-relativistic effects become important.The curve will exhibit another spiral for temperatures and energies of the order of a few10−3m approaching the limiting temperature T∞=2.4×10−3m and energy E∞=3.6×10−3m with both the central degeneracy parameter and the central density approaching infinite values.It is remarkable that gravitationally stable configura-tions with arbitrary large central degeneracy parameters exist atfinite temperature even though the total mass exceeds the OV limit by several orders of magnitude.5ConclusionsIn summary,using the Thomas-Fermi theory,we have shown that a weakly interacting fermionic gas atfinite temperature yields a mass distribution that successfully describes both the center and the halo of the Galaxy.For a fermion mass m≃15keV,a reasonable fit to the rotation curve is achieved with the temperature T=3.75meV and the degen-eracy parameter at the centerη0=28.With the same parameters,we obtain the mass M50=5.04×1011M⊙and M200=2.04×1012M⊙within50and200kpc,respectively. These values agree quite well with the mass estimates based on the motions of satellite galaxies and globular clusters[30].Moreover,the mass of M c≃2.27×106M⊙,enclosed within18mpc,agrees reasonably well with the observations of the compact dark object at the center of the Galaxy.We thus conclude that both the Galactic halo and center could be made of the same fermions.An observational consequence of this unified scenario of fermion ball and fermion halo atfinite temperature could be the direct observation of the radiative decay of the fermion (assumed here to be a sterile neutrino)into a standard neutrino,i.e.,f→νγ.The X-ray luminosity of the compact dark object is most easily observed.If the lifetime for the decay f→νγis0.82×1019yr,the luminosity of a M c=2.6×106M⊙fermion ball would be0.9×1034erg s−1.This is consistent with the upper limit of the X-ray luminosity of∼(0.5 -0.9)×1034erg s−1of the source with radius0.5′′≃23light-days,whose center nearly coincides with Sgr A∗,as seen by the Chandra satellite in the2to7keV band[36].The lifetime is proportional to sin−2θ,θbeing the unknown mixing angle of the sterile with active neutrinos.With a lifetime of0.82×1019yr we obtain an acceptable value for the9mixing angle squared ofθ2=1.4×10−11.The X-rays originating from such a radiative decay would contribute about two orders of magnitude less than the observed diffuse X-ray background at this wavelength if the sterile neutrino is the dark matter particle of the Universe.The signal observed at the Galactic center would be a sharp X-ray line at ∼7.5keV for g=2and∼6.3keV for g=4.This line could be misinterpreted as the Fe Kαline at6.67keV.Scattering with baryonic matter within the Galactic center could distribute the energy more evenly in the2to7keV band.The X-ray luminosity would be tracing the fermion matter distribution,and it could thus be an important test of the fermion ball scenario.Of course the angular resolution would need to be∼<0.1′′and the sensitivity would have to extend beyond7keV.ACKNOWLEDGEMENTSThis research is in part supported by the Foundation of Fundamental Research(FFR) grant number PHY99-01241and the Research Committee of the University of Cape Town. The work of N.B.is supported in part by the Ministry of Science and Technology of the Republic of Croatia under Contract No.00980102.References[1]M.A.Markov,Phys.Lett.10,122(1964).[2]G.Marx and A.S.Szalay,in Neutrino’72,1,191(Technoinform,Budapest,1972);R.Cowsik and J.McClelland,Astrophys.J.180,7(1973);R.Ruffini,Lett.Nuovo Cim.29,161(1980).[3]R.D.Viollier,D.Trautmann and G.B.Tupper,Phys.Lett.B306,79(1993);R.D.Viollier,Prog.Part.Nucl.Phys.32,51(1994).[4]N.Bili´c,D.Tsiklauri and R.D.Viollier,Prog.Part.Nucl.Phys.40,17(1998);N.Bili´c and R.D.Viollier,Nucl.Phys.(Proc.Suppl.)B66,256(1998).[5]N.Bili´c,F.Munyaneza and R.D.Viollier,Phys.Rev.D59,024003(1999).[6]D.Tsiklauri and R.D.Viollier,Astropart.Phys.12,199(1999);F.Munyaneza andR.D.Viollier,astro-ph/9907318.[7]F.Munyaneza,D.Tsiklauri and R.D.Viollier,Astrophys.J.509,L105(1998);ibid.526,744(1999);F.Munyaneza and R.D.Viollier,astro-ph/0103466,Astrophys.J.563,0000(2001).[8]L.C.Ho and J.Kormendy,astro-ph/0003267;astro-ph/0003268.10[9]P.Bode,J.P.Ostriker,and N.Turok,Astrophys.J.556,93(2001),astro-ph/0010389.[10]F.Macchetto et al.,Astrophys.J.489,579(1997).[11]J.R.Oppenheimer and G.M.Volkoff,Phys.Rev.55,374(1939).[12]A.Eckart and R.Genzel,Mon.Not.R.Astron.Soc.284,576(1997);A.M.Ghez,B.L.Klein,M.Morris and E.E.Becklin,Astrophys.J.509,678(1998).[13]R.Mahadevan,Nature394,651(1998).[14]E.W.Kolb and M.S.Turner,The Early Universe(Addison-Wesley,San Francisco,1989).[15]S.Fukuda et al.,Phys.Rev.Lett.85,3999(2000).[16]D.E.Groom et al.,Review of Particle Physics,Eur.Phys.J.C15,1(2000).[17]X.Shi and G.M.Fuller,Phys.Rev.Lett.82,2832(1999);K.Abazajian,G.M.Fuller,and M.Patel,Phys.Rev.D64,023501(2001),astro-ph/0101524;G.B.Tupper,R.J.Lindebaum,and R.D.Viollier,Mod.Phys.Lett.A15,1221(2000).[18]T.Goto and M.Yamaguchi,Phys.Lett.B276,123(1992);L.Covi,J.E.Kim,andL.Roszkowski,Phys.Rev.Lett.82,4180(1999),hep-ph/9905212;L.Covi,H.-B.Kim,J.E.Kim,and L.Roszkowski,hep-ph/0101009.[19]M.Dine and A.E.Nelson,Phys.Rev.D48,1277(1993),hep-ph/9303230;M.Dine,A.E.Nelson and Y.Shirman,Phys.Rev.D51,1362(1995),hep-ph/9408384;M.Dine,A.E.Nelson,Y.Nir and Y.Shirman,Phys.Rev.D53,2658(1996),hep-ph/9507378;D.H.Lyth,Phys.Lett.B488,417(2000),hep-ph/9911257.[20]H.Murayama,Phys.Rev.Lett.79,18(1997),hep-ph/9705271;S.Dimopoulos,G.Dvali,R.Rattazzi and G.F.Giudice,Nucl.Phys.B510,12(1998),hep-ph/9705307;E.A.Baltz and H.Murayama,astro-ph/0108172.[21]S.Cole and cey,Mon.Not.R.Astron.Soc.281,716(1996)and referencestherein.[22]N.Bili´c and R.D.Viollier,Phys.Lett.B408,75(1997).[23]N.Bili´c and R.D.Viollier,Gen.Rel.Grav.31,1105(1999);Eur.Phys.J.B11,173(1999).[24]W.Thirring,Z.Physik235,339(1970);P.Hertel,H.Narnhofer and W.Thirring,Comm.Math.Phys.28,159(1972);J.Messer,J.Math.Phys.22,2910(1981). [25]D.Lynden-Bell,Mon.Not.R.Astron.Soc.136,101(1967).11[26]J.Binney and S.Tremaine,Galactic Dynamics(Princeton University Press,Prince-ton,New Jersey,1987),and references cited therein.[27]T.Padmanabhan,Structure formation in the Universe(Cambridge University Press,Cambridge,1993).[28]J.Ehlers,in Relativity,Astrophysics and Cosmology,edited by W.Israel(D.ReidelPublishing Company,Dordrecht/Boston1973).[29]P.-H.Chavanis and J.Sommeria,Mon.Not.R.Astron.Soc.296,569(1998).[30]M.I.Wilkinson and N.W.Evans,Mon.Not.R.Astron.Soc.310,645(1999).[31]P.J.Young,Astrophys.J.81,807(1976);G.de Vaucouleurs and W.D.Pence,As-trophys.J.83,1163(1978).[32]P.D.Sackett,Astrophys.J.483,103(1997).[33]M.Persic,P.Salucci,and F.Stell,Mon.Not.R.Astron.Soc.281,27(1986).[34]R.P.Olling and M.R.Merrifield,Mon.Not.R.Astron.Soc.311,361(2000).[35]W.Y.Chau,ke,J.Stone,Astrophys.J.281,560(1984).[36]F.K.Baganoffet al.,astro-ph/0102151.12Figure1:Right ascension of S0-1versus time for various|z|and v x=340km s−1, v y=−1190km s−1and v z=0in1995.4.Figure2:Declination of S0-1versus time for various|z|and v x=340km s−1,v y=−1190 km s−1and v z=0in1995.4.Figure3:The z−v z phase-space thatfits the S0-1data.Figure4:Examples of typical orbits of S0-1.Figure5:Number of particles versus central degeneracy parameter for m/T=4×106 (solid),3.5×106(short dashs),4.5×106(long dashs),and5×106(dot-dashed line). Figure6:The density profile of the halo for a central degeneracy parameterη0=0 (dotted line)and for the sixη0-values discussed in the text.Configurations with negative η0((1)-(3))are depicted by the dashed and those with positiveη0((1’)-(3’))by the solid line.Figure7:Mass of the halo M h(r)enclosed within a radius r for various central degeneracy parametersη0as in Fig.6.Figure8:Enclosed mass of halo plus bulge versus radius forη0=24(dashed),28(solid), and32(dot-dashed line).Figure9:Fit to the rotation curve of the Galaxy.The data points are from[34]for R0=8.5kpc andΘ0=220km/s.Figure10:Energy(shifted by12×10−8m)versus temperature(shifted by−24×10−8m), both in units of10−10m,forfixed N=2×1012M⊙/m13。

常用术语中英对照

常用术语中英对照

常用术语中英对照一、建筑结构永久荷载:permanent load可变荷载:variable load偶然荷载:accidental load荷载代表值:representative values of a load 设计基准期:design reference period标准值:characteristic value/nominal value组合值:combination value频遇值:frequent value准永久值:quasi-permanent value荷载设计值:design value of a load荷载效应:load effect荷载组合:load combination基本组合:fundamental combination偶然组合:accidental combination标准组合:characteristic/nominal combination 频遇组合:frequent combinations准永久组合:quasi-permanent combination等效均布荷载:equivalent uniform live load 从属面积:tributary area动力系数:dynamic coefficient基本雪压:reference snow pressure基本风压:reference wind pressure地面粗糙度:terrain roughness混凝土结构:concrete structure现浇结构:cast-in-situ concrete structure装配式结构:prefabricated concrete structure缺陷:defect严重缺陷:serious defect一般缺陷:common defect施工缝:construction joint结构性能检验:inspection of structural performance锚具:anchorage夹具:grip连接器:coupler预应力钢材:prestressing steel预应力筋:prestressing tendon预应力筋-锚具组装件:prestressing tendon-anchorage assembly预应力筋-夹具组装件:prestressing tendon-grip assembly预应力筋-连接器具组装件:prestressing tendon-coupler assembly内缩:draw-in预应力筋-锚具组装件的实测极限拉力:ultimate tensile force of tendon-anchorage assembly预应力筋-夹具组装件的实测极限拉力:ultimate tensile force of tendon-grip assembly受力长度:tension length预应力筋的效率系数:efficiency factor og prestressing tendon 二、钢结构零件:part部件:component构件:element小拼单元:the smallest assembled rigid unit中拼单元:intermediate assembled structure高强度螺栓连接副:set of high strength bolt抗滑移系数:slip coefficent of faying surface预拼装:test assembling空间刚度单元:space rigid unit焊钉(栓钉)焊接:stud welding环境温度:ambient temperature钢结构防火涂料:fire resistive coating for steel struture 三、抗震地震震级:earthquake magnitude地震面波:surface wave质点运动:particle motion地动位移:displacement of ground motion质点运动速度:velocity of particle motion震中距:epicentral distance量规函数:calibration function地震烈度:seismic intensity抗震设防烈度:seismic fortification intensity抗震设防标准:seismic fortification criterion地震作用:earthquake action设计地震动参数:design parameters of ground motion设计基本地震加速度:design basic acceleration of ground motion 设计特征周期:design characteristic perild of guound motion场地:site建筑抗震概念设计:seismic concept design of buildings抗震措施:seismic fortification measures抗震构造措施:details of seismic design工程抗震:earthquake engineering工程抗震决策:earthquake engineering decision抗震对策:earthquake protective counter-measure抗震措施:earthquake protective counter抗震设防:earthquake fortification搞震设防标准:earthquake fortification level抗震设防区: earthquake fortification zone抗震设防区划:earthquake fortification zoning基本烈度:basic intensity多遇地震烈度:intensity of frequently occurred earthquake 罕遇地震烈度:intensity of seldomly occurred设计地震震动:design ground motion人工地震震动:artificial ground motion极限安全地震震动:ultimate-safe guound motion运动安全地震震动:operation-safe ground环境振动:ambient vibration;microtremer卓越周期:predominant period结构抗震性能:earthquake resistant behavior of structure 结构延性:ductility of structure抗震鉴定:seismic evaluation for engineering抗震加固:seismic strengthening for engineer-ing结构体系加固:structural system strengthening构件加固:structural member strengthening生命线工程:lifeling engineering工程地震学:engineering seismology地震:earthquake板内地震:intraplate earthquake板间地震:interplate earthquake人工诱发地震:artificially induced earthquake爆破诱发地震:explosion induced earthquake水库诱发地震:reservoir induced earthquake矿山陷落地震:mine depression earthquake 地震波:seismic wave地震震级:earthquake magnitude里氏震级:Richter’s magnitude活断裂:active fracture断裂活动段:fracturing segment地表断裂:surface fuacture断裂距:fracture distance震源:earthquake focus;hypocenter震源深度:focal depth浅源地震:shallow-focus earthquake深源地震:deep-focus earthquake震中:earthquake epicenter仪器震中:instrumental epicenter现场震中:field epicenter震中距:epicentral distance地震烈度:earthquake intensity烈度分布:intensity distribution烈度异常:abnormal intensity烈度异常区:intensity abnormal rigion等震线:isoseismal;isoseism等震线图:isoseismal map极震区:meizoseismal srea有感面积:felt area;area of perceptivity地震烈度表:earthquake intensity scale地震预报:earthquake prediction地震危险性:seismic hazard潜在震源:potential source点源:point source线源:linear source面源:areal source本底地震:background earthquake地震发生概率:earthquake occurrence probability 地震活动性:seismicity地震重现期:earthquake return period年平均发生率:amerage annual occurrence rate超越概率:exceedance probability地震震动参数:ground motion parameter地震震动衰减规律:attenuation law of ground motion烈度衰减规律:intensity attenuation地震能量耗散:seismic energy dissipation地震能量吸收:seismic energy absorption地震区划:seismic zonation中国地震烈度区划图:Chinese seismic intensity zoning map 地震小区划:seismic microzoning结构动态特性:dynamic properties of structure自由振动:free vibration自振周期:matural perild of vibration基本周期:fundamental period振型:vibration mode基本振型:fundamental mode高阶振型:high order mode共振:resonance振幅:amplitude of vibration阻尼振动:damping vibration阻尼:damping临界阻尼:critical damping阻尼比:damping ratio耗能系数:energy dissipation coefficient自由度:degree of freedom单自由度体系:single-degree of freedom system多自由度体系:multi-degree of freedom system集中质量:lumped mass地震反应:earthquake response随机地震反应:random earthquake response结构—液体耦联振动:structure-liquid coupling vibration强震观测:strong motion observation强震观测台网:strong motion observation metwork强震观测台阵:strong motion observation array强震仪:strong motion instrument三分量地震计仪:three-component seismometer(seismoscope) 加速度仪:accelerograph 光学记录加速度仪:optically recording accelerograph磁带记录加速度仪:magnetic-tape recording accelerograph 数字加速度仪:digital accelerograph加速度仪启动器:starter of accelerograph启动时间:starting time触发阈值:triggering threshold value加速度仪放大倍数:magnification of accelerograph时标:time marking强震记录:strong motion record加速度图:accelerogram数据处理:data proccessing基线校正:base-line correction地震震动:ground motion强地震震动:strong ground motion自由场地震震动:free field ground motion地震震动持续时间:ground motion duration地震震动强度:ground motion intensity谱烈度:spectral intensity峰值加速度:peak acceleration峰值速度:peak velocity峰值位移:peak displacement抗震试验:earthquake resistant test现场试验:in-sitr test天然地震试验:natural earthquake test人工地震试验:artificial earthquake test模拟地震震动试验:simulated ground motion tes t伪动力试验:pseudo dynamic test振动台试验:shaking table test结构动态特性测量:dynamic properties measurement of structure 自由振动试验:free vibration test初位移试验:initial displacement test初速度试验:initial vibuation test强迫振动试验:forced vibration test偏心块起振试验:rotation eccentric mass excitation test液压激振试验:hydraulic excitation test人激振动试验:man-escitation test环境振动试验:ambient(environmental) excitation test动态参数识别:dynamic parameter identification伪静力试验:pseudo static test偱环加载试验:cyclic loading test滞回曲线:hysteretic curve骨架曲线:skeleton curve恢复力模型:restoring mod el土动态特性试验:dynamic property test for soil共振柱试验:resonant column test动力三轴试验:dynamic triaxial test剪切波速测试:shear wave velocity measurement单孔法:single hold method跨孔法:cross hole method场地:site危险条件site condition:有利地段:favoruable area不利地段:unfavourable area危险地段:dangerous area场地类别:site classification计算基岩面:nominal bedrock场地土:site soil场地土类型:type of site soil土层平均剪切波速:average velocity of shear wave of soil layer 土体抗震稳定性:seismic stability of soil地裂缝:ground crack构造性地裂缝:tectonic ground crack非构造性地裂缝:non-tectonic ground crack震陷:subsidence due to earthquake矿坑震陷:mining subsidence due to earthquake4.2、地基抗震术语地震地基失效:ground failure due to earthquake液化:liquefaction液化势:liquefaction potintial喷水冒砂:sandboil and waterspouts液化初步判别:preliminary discrimination of liquefaction标准贯入锤击数临界值:critical blow count in standard penetration test 液化指数:liquefaction index液化等级:class of soil liquefaction液化安全系数:liquefaction safety coefficient液化强度:liquefaction safety coefficient抗液化措施:liquefaction defence measures地基承载力抗震调整系数:modified coefficient of seismic bearing capacity of subgrade5、工程抗震设计术语5.1、抗震设计术语抗震设计:seismic design二阶段设计:two-stage design工程结构抗震类别:seismic categoryof engineering structures5.2、抗震概念设计术语抗震概念设计:conceptual design of earthquake设计近震和设计远震:design mear earthquake and design far earthquake 多道抗震设防:multi-defence system of seismic engineering抗震结构整体性:integral behaviour of seismic structure塑性变形集中:concentration of plastic deformation强柱弱梁:strong column and weak beam强剪弱弯:strong shear and weak bending capacity柔性底层:soft ground floor5.3、抗震构造设计术语抗震构造措施:earthquake resistant constructional measure 抗侧力体系:lateral resisting system抗震墙:seismic structural wall抗震支撑:seismic bracing约束砌体:confined masonry圈梁:ring beam;tie column构造柱:constructional column;tie column约束混凝土:confined concrete防震缝:seismic joint隔震:base isolation;seismic isolation滑动摩擦隔震:friction isolation滚球隔震:ball bearing isolation叠层橡胶隔震:steel-plate-laminated-rubber-bearing isolation 耗能:energy dissipation5.4抗震计算设计术语抗震计算方法:seismic checking computation method静力法:static method底部剪力法:equivalent base shear method振型分解法:modal analysis method振型参与系数:mode-participation coefficient平方和方根法:aquare root of sumsquare combination method 完全二次型方根法:complete quadric combination method时程分析法:time history method时域分析法:time history method频域分析:frequency domain analysis地震作用:earthquake action设计反应谱:response apectrum楼面反应谱:floor response spectrum反应谱特征周期:characteristic period of response spectrum 地震影响系数:seismic influence coefficient地震作用效应:seismic action effect地震作用效应系数:coefficient of seismic action地震作用效应调整系数:modified coefficient of seismic action effect 变形二次效应:secondary effect of deformation 鞭梢效应:whipping effect晃动效应:sloshing effect地震动水压力:earthquake hydraulic dynamic pressure地震动土压力:earthquake dynamic earth pressure结构抗震可靠性:reliability of earthquake resistance of structure材料抗震强度:earthquake resistant strength of materials结构抗震承载能力:seismic bearing capacity of structure杆件承载力抗震调整系数:modified coefficient of seismic bearing capacity of member结构抗震变形能力:earthquake resistant deformability of structure6、地震危害和减灾术语6.1地震危害术语危害:risk危险:hazard地震危害分析:seismic risk analysis可接受的地震危害:acceqtable seismic risk灾害:disaster地震灾害:earthquake disaster地震原生灾害:primary earthquake disaster地震次生灾害:secondary earthquake disaster海啸:tsunami震害调查:earthquake damage investigation工程结构地震破坏等级:grade of earthquake damaged engineering structure完好:intact轻微破坏:slight damage中等破坏:moderate damage严重耍破坏:severe damage倒塌:collapse震害指数:esrthquake damage结构性破坏:structural damage非结构性破坏:nonstructural damage撞击损坏:pounding damage工程震害分析:earthquake damage analysis of engineering6.2减轻地震灾害术语减轻地震灾害:earthquake disaster mitigation震害预测:earthquake disaster prediction易损性:vulnerability累积损坏:cumulative damage地震经济损失:economic loss due to earthquake地震直接经济损失:direct economic loss due to earthquake 地震间接经济损失:indirect economic loss due to earthquake 地震社会损失(影响):social effect due to earthquake地震人员伤亡:earthquake casualty地震破坏率:earthquake casualty修复费用:rehabilitation cost抗震减灾规划:earthquake disaster reduction planing城市抗震减灾规划:urban earthquake disaster reduction planning工矿企业抗震减灾规划:earthquake disaster reduction planning for industrial enterpriss土地利用规划:land use planning灾害保险:disaster insurance地震灾害保险:earthquake disaster insurance震后救援:post-earthquake relief震后恢复:post-earthquake rehabilitation四、幕墙建筑幕墙:building curtain wall组合幕墙:composite curtain wall玻璃幕墙:glass curtain wall斜玻璃幕墙:inclinde building curtain wall框支承玻璃幕墙:frame supported glass curtain wall明框玻璃幕墙:exposed frame supported glass curtain wall 隐框玻璃幕墙:hidden frame supported glass curtain wall半隐框玻璃幕墙:semi-hidden frame supported glass curtain wall单元式玻璃幕墙:frame supported glass curtain wall assembled inprefabricated units构件式玻璃幕墙:frame supported glass curtain wallassembled inelements全玻璃幕墙:full glass curtain wall点支承玻璃幕墙:point-supported glass curtain wall支承装置:supporting device支承结构:suppouting structure钢绞线:strand硅酮结构密封胶:structural silicone sealant硅酮建筑密封胶:weather proofing silicone双面胶带:double-faced adhesive tape双金属腐蚀:bimetallic corrosion相容性:compatibility五、防火高层民用建筑设计防火规范裙房:skirt building建筑高度:building altitude耐火极限:duration of fire resistance不燃烧体:non-combustible component难燃烧体:hard-combustible component燃烧体:combustible component综合楼:multiple-use building商住楼:business-living building网局级电力调度楼:large-scale power dispatcher’building 高级旅馆:high-grade hotel高级住宅:high-grade hotel重要的办公楼、科研楼、档案楼:important office building、laboratory、archive半地下室:semi-basement地下室:basement安全出口:safety exit挡烟垂壁:hang wall六、防雷和采光建筑物防雷设计规范接闪器:air-termination system引下线:down-conductor system接地装置:earth-termination system接地体:earth-termination接地线:earth electrode防雷装置:lightning protection system,LPS 直击雷:direct lightning flash雷电感应:lightning induction。

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Systems&Control Letters56(2007)197–205/locate/sysconleDynamic properties of the hysteretic Bouc-Wen modelଁFayçal Ikhouane a,b,∗,Víctor Mañosa a,c,JoséRodellar a,ba Departament de Matemàtica Aplicada III,Universitat Politècnica de Catalunya,Spainb Jordi Girona1-3,08034Barcelona,Spainc Colom1,08222Terrassa,SpainReceived6February2006;received in revised form2September2006;accepted2September2006Available online17October2006AbstractThe Bouc-Wen model,widely used in structural and mechanical engineering,gives an analytical description of a smooth hysteretic behavior. In practice,the Bouc-Wen model is mostly used within the following black-box approach:given a set of experimental input–output data,how to adjust the Bouc-Wen model parameters so that the output of the model matches the experimental data.It may happen that a Bouc-Wen model presents a good matching with the experimental real data for a specific input,but does not necessarily keep significant physical properties which are inherent to the real data,independently of the exciting input.This paper presents a characterization of the different classes of Bouc-Wen models in terms of their bounded input-bounded output stability property,and their capability for reproducing physical properties inherent to the true system they are to model.©2006Elsevier B.V.All rights reserved.Keywords:Hysteresis;Bouc-Wen model;Dynamics1.IntroductionThe Bouc-Wen model for smooth hysteresis[13]has received an increasing interest due to its capability to capture in an ana-lytical form a range of shapes of hysteretic cycles which match the behavior of a wide class of hysteretic systems[12].In par-ticular,it has been used experimentally to model piezoelectric elements[9],magnetorheological dampers[14],wood joints [4]and base isolation devices for buildings[10].The obtained models have been used either to predict the behavior of the physical hysteretic element[10]or for control purposes[1,5,6]. In the current literature,the Bouc-Wen model is mostly used within the following black-box approach:given a set of exper-imental input–output data,how to adjust the Bouc-Wen model ଁSupported by CICYT through Grant DPI2005-08668-C03-01.Thefirst author acknowledges the support of the Spanish Ministry of Education and Science through the“Ramón y Cajal”program.The second author acknowl-edges the partial support of the Government of Catalonia’s grant2001SGR-00173.∗Corresponding author.E-mail addresses:faycal.ikhouane@(F.Ikhouane),victor.manosa@(V.Mañosa),jose.rodellar@(J.Rodellar).0167-6911/$-see front matter©2006Elsevier B.V.All rights reserved. doi:10.1016/j.sysconle.2006.09.001parameters so that the output of the model matches the exper-imental data[11]?The use of system identification techniques is one practical way to perform this task.Once an identification method has been applied to tune the Bouc-Wen model param-eters,the resulting model is considered as a“good”appro-ximation of the true hysteresis when the error between the experimental data and the output of the model is small enough. Then this model is used to study the behavior of the true hys-teresis under different excitations.By doing this,it is important to consider the following re-mark.It may happen that a Bouc-Wen model presents a good matching with the experimental real data for a specific input, but does not necessarily keep significant physical properties which are inherent to the real data,independently of the ex-citing input.In this paper we draw the attention to this issue, with the particular focus on the following two properties which are shared by most of the hysteretic mechanical and structural systems:Property1.Let us conceptualize a nonlinear hysteretic be-havior as a map x(t)→ s(x)(t),where x represents the time history of an input variable and s(x)describes the time history of the hysteretic output variable.For any bounded input x,the198F .Ikhouane et al./Systems &Control Letters 56(2007)197–205output of the true hysteresis s (x)is bounded.This bounded input-bounded output (BIBO)stability property stems from the fact that we are dealing with mechanical and structural systems that are stable in open loop.Property 2.Let us consider that x is the displacement of a one degree of freedom mechanical system connected to an element or device that supplies to the system a hysteretic restor-ing force s (x).The hysteretic element or device contributes to dissipate the mechanical energy of the system as usually observed in practice.The Bouc-Wen model has to reproduce this energy dissipation property in order to represent adequately the physical behavior of real systems.Fig.1shows an example of a typical hysteretic loop (x, )obtained by the Bouc-Wen model for a specific set of pa-rameters for the signal x(t)=sin (t).However,Example 1shows that there exist other different bounded time histo-ries x for which this Bouc-Wen model delivers unbounded responses (x),which means that this model is not BIBO stable.Example 1.Consider the Bouc-Wen model given by the fol-lowing parameters:D =1,A =1, =0.5, =−1.5and n =2.Take z(0)=0and define the bounded input signal x(t)=( /2)sin (t).The corresponding derivative is ˙x(t)=( /2)cos (t),which isalso bounded.For 0 t2we have ˙x(t) 0.This implies that,during the time interval [0,2],the Bouc-Wen model (5)can take only one of the two forms:˙z =˙x(1+z 2)for z 0,(1)˙z =˙x(1+2z 2)for z 0.(2)In both cases (1)and (2)we have ˙z 0for 0 t 2,which implies that z(t)is a non-decreasing function.Since z(0)=0,this means that z(t) 0,so that ˙z is given by (1).−1−0.500.51−2−112α=0.5; k=1; D=1; A=1; β=0.5; γ= −1.5; n=2InputH y s t e r e t i c o u t p u tFig.1.Example of a Bouc-Wen model that isunstable.−1−0.50.51−0.5−0.4−0.3−0.2−0.100.10.20.30.40.5InputH y s t e r e t i c o u t p u tA = −2; α = 0.5; β = 0.5; γ = 0.1; n = 1.1Fig.2.Example of a Bouc-Wen model that does not dissipate energy.Integrating (1)we obtain d z1+z 2=d x ,(3)which gives arctan (z)=x ,since z(0)=0and x(0)=0.This im-plies that z(t)=tan (x(t)).Observe that lim t → /2z(t)=+∞.Thus,the bounded input signal x(t)has given rise to an un-bounded hysteretic output.A similar construction can be done for any initial condition z(0)=0.In a similar vein,the Bouc-Wen model illustrated in Fig.2is BIBO stable but it does not dissipate the mechanical energy of the system as considered in the above Property 2.These two examples highlight the fact that,while these models may give a good approximation of a true hysteresis loop for a specific input excitation used with parametric identification or tuning purposes,they may not be appropriate to represent the behavior of a true hysteretic system under general input excitations.This paper presents an analytical study with the aim of giving the conditions on the Bouc-Wen model so that it holds the above BIBO stability and dissipation properties.A first study of the stability properties of the Bouc-Wen model has been done in [5].Section 2of this paper completes and enhances the results of [5].Sections 3and 4are new results.2.The BIBO stability Bouc-Wen model properties2.1.The modelConsider a physical system with a hysteretic component thatcan be represented by a map x(t)→ s (x)(t),which is referred to as the “true”hysteresis.The so-called Bouc-Wen model rep-resents the true hysteresis in the formBW (x)(t)= kx(t)+(1− )Dkz(t),(4)˙z =D −1(A ˙x − |˙x ||z |n −1z − ˙x |z |n ),(5)where ˙z denotes the time derivative,n >1,D >0,k >0and 0< <1(the limit cases n =1, =0, =1are treated inF.Ikhouane et al./Systems&Control Letters56(2007)197–205199Section5).Also we consider that + =0,the singular case + =0being treated in Section5.2.2.Problem statementThis study lies in the experimentally based premise that a truephysical hysteretic element is BIBO stable,which means that,for any bounded input signal x(t),the hysteretic response isalso bounded.Thus,the Bouc-Wen model BW should keep theBIBO stability property in order to be considered an adequatecandidate to model real physical systems.Example1gives anexample of a set of parameters A, , ,n such that,for a partic-ular bounded input x(t),the corresponding output BW(x)(t) given by the Bouc-Wen model(4)–(5)is unbounded.Thus,this set of parameters does not correspond to the descriptionof a hysteretic physical element.This motivates the followingproblem:Given the parameters0< <1,k>0,D>0,A, , with + =0and n>1,find the set of initial conditions z(0)for which the Bouc-Wen model(4)–(5)is BIBO stable.Note that when this set is empty,this means that the Bouc-Wen model is not BIBO stable.The solution of this problem will lead to classify different sets of parameters and initial conditions and,additionally,to determine explicit bounds for the hysteretic variable z(t).2.3.Classification of the BIBO stable Bouc-Wen modelsLet us introduce the following set:,k,D,A, , ,n={z(0)∈R such that BW is BIBO stable forall C1input signals x(t)withfixed valuesof the parameters ,k,D,A, , ,n}.(6) If the set ,k,D,A, , ,n is empty,then,for any initial condi-tion z(0),there exists a bounded signal x(t)such that the cor-responding hysteretic output BW(t)is unbounded.That is, the set of parameters{ ,k,D,A, , ,n}does not correspond to a BIBO stable Bouc-Wen model.The emptiness of the set ,k,D,A, , ,n is thus equivalent to the instability of the Bouc-Wen model,and for this reason,the rest of the analysis is devoted to determining explicitly the set ,k,D,A, , ,n as a function of the Bouc-Wen model parameters.Let z(0)be an element of ,k,D,A, , ,n.Then,for any bounded C1input x(t),the output BW(x)(t)is bounded. This implies by Eq.(4)that the output z(t)of the differential equation(5)should be bounded.This means that the set1A, , ,n={z(0)∈R such that z(t)is bounded for any C1 bounded input signal x(t)withfixed values of theparameters A, , ,n}(7) is such that ,k,D,A, , ,n⊂ A, , ,n.The inclusion in the other way is immediate,which shows that ,k,D,A, , ,n= A, , ,n. The importance of this equality stems for the fact that it is1The correct notation would be A,, ,n,D.However,we will see later that this set does not depend on the parameter D.Table1Classification of the BIBO stable Bouc-Wen modelsCase Upper boundon|z(t)|ClassA>0 + >0and − 0R max(|z(0)|,z0)I− <0and 0[−z1,z1]max(|z(0)|,z0)IIA<0 − >0and + 0R max(|z(0)|,z1)III + <0and 0[−z0,z0]max(|z(0)|,z1)IV A=0 + >0and − 0R|z(0)|VAll other cases∅easier to determine the set A, , ,n.Note that an empty set A, , ,n means that,with the chosen parameters A, , ,n,the Bouc-Wen model does not represent adequately the behavior of a real hysteretic system s(see Example1).We also define the following set:A, , ,n={z(0)∈R such that z(t)is bounded for any C1 input signal x(t)withfixed values of theparameters A, , ,n}.(8) Note that A, , ,n⊂ A, , ,n.With the notations introduced above,the main results of this section are given below. Theorem2.Let x(t),t∈[0,∞)be a C1input signal andz0 nA+ and z1nA− .(9) Then,Table1holds.Corollary1. A, , ,n= A, , ,n .Corollary1means that the boundedness of the signal z(t) depends only on the parameters A, , and n,and it is inde-pendent of the boundedness of the input signal x(t).This fact is particularly important for system control theory:when x(t) is a closed loop signal,we cannot assume a priori that it is bounded.The fact that A, , ,n= A, , ,n shows that for every input signal x(t)(under the only assumption that it is C1),the output z(t)is always bounded if the set is non-empty,and if z(0)∈ .Corollary2.In all cases where a non-empty set exists,the parameter is non-negative.Proof.First we check that the differential equation(5)has a unique solution.Eq.(5)may be seen as a non-autonomous lo-cally Lipschitz system where the dependence on time is con-tinuous.The local Lipschitz property is due to the fact that n>1.The time-dependent part of Eq.(5)is the term˙x which is continuous as x(t)has been assumed to be C1.Thus,by [7,Theorem3.1],a unique solution of(5)does exist on some time interval[0,t0].Note that for0 n<1,the differential equation(5)does not verify the local Lipschitz property and thus,the solutions may not be unique.200F .Ikhouane et al./Systems &Control Letters 56(2007)197–205We consider the following three cases:A >0,A <0and A =0,and we focus first on the case A >0.Consider the following three possibilities:P 1: + >0and − 0,P 2: + >0and − <0,P 3: + <0.Let us focus on the case P 1.We consider the Lyapunov function candidate V (t)=z(t)2/2.Its derivative takes different forms depending on the signs of ˙x and z .Indeed,setting Q 1={˙x 0and z 0},and denoting ˙V|Q 1as the expression of the derivative of the function V over the set Q 1,we have ˙V|Q 1=z ˙xD −1(A −( + )z n ).Thus,˙V|Q 1 0for z z 0.Also,if we set Q 2={˙x0and z 0},we have ˙V |Q 2=z ˙xD −1(A +( − )|z |n ).In this case,˙V|Q 2 0for all values of z .The same conclusion is drawn in the case of Q 3={˙x 0and z 0},since ˙V|Q 3=z ˙xD −1(A +( − )z n ).Finally,taking Q 4={˙x 0and z 0},we get ˙V |Q 4=z ˙xD −1(A −( + )|z |n ).Thus,˙V|Q 4 0for |z | z 0.We then conclude that,for all the possibilities of thesigns of ˙x and z ,we have ˙V0for all |z | z 0.By [7,Theorem 4.18]2we conclude that z(t)is bounded for every continuous function ˙x(t)and every initial condition z(0)which meansthatA, , ,n =R .Since A, , ,n ⊂ A, , ,n ,this implies thatA, , ,n = A, , ,n =R .The bounds on z(t)can be derived from Theorem [7,Theorem 4.18]as follows:(i)If the initial condition of z is such that |z(0)| z 0then |z(t)| z 0for all t 0.(ii)If the initial condition of z is such that |z(0)| z 0then|z(t)| |z(0)|for all t 0.We now turn to the case P 2.Again,the derivative of V (t)depends on the signs of ˙x and z .Indeed,˙V0in the following regions:{˙x 0and z 0and z z 0},(10){˙x 0and z 0and |z | z 1},(11){˙x 0and z 0and z z 1},(12){˙x 0and z 0and |z | z 0}.(13)At this point,two subcases have to be distinguished:the subcase P 21: 0and the subcase P 22: <0.We first treat the subcase P 21.The condition 0leadsto z 1 z 0.From (10)–(13)we conclude that ˙V0for every z 0 |z | z 1independently of the sign of ˙x.By [7,Theorem 4.18]we conclude that z(t)is bounded for every continuous function ˙x(t)and any initial state z(0)such that |z(0)| z 1.This means that [−z 1,z 1]⊂ A, , ,n .Now,take z(0)/∈[−z 1,z 1];we claim that there exists a bounded C 1signal x(t)such that the corresponding signal z(t)is unbounded.The construc-tion of such a signal is done in Lemma 1,which means that2The function W 3which appears in [7,Theorem 4.18]is zero in our case.This means that the time T of [7,Equation 4.42]may be infinite and that allwhat we can say about x(t)in [7]is that x(t) max ( x(t 0) , −11( 2( ))which is exactly what we use.z(0)/∈ A, , ,n .This implies that A, , ,n ⊂[−z 1,z 1].SinceA, , ,n ⊂ A, , ,n ,we get A, , ,n = A, , ,n =[−z 1,z 1].Using [7,Theorem 4.18]we can obtain the following bound:|z(t)| max (|z(0)|,z 0).Lemma 1.Take z(0)/∈[−z 1,z 1];then there exists a bounded C 1signal x(t)such that the corresponding signal z(t)is un-bounded .Proof.Assume that − <0, 0and assume that the ini-tial condition z(0)is such that |z(0)|>z 1.Take z(0)>z 1(the construction is similar in the case z(0)<−z 1)and define the signal ˙x =DA +( − )z n.(14)Since z(0)>z 1>0,we have A +( − )z(0)n <0,which means that the solution z(t)of the differential equation (5)is well defined at least during a maximal time interval [0,t 1)in whichwe have z(t)>z 1.For 0 t <t 1we have z >0and ˙x<0.Thus,Eq.(5)reduces to ˙z =D −1˙x(A +( − )z n ).(15)Combining Eqs.(14)and (15),it follows that ˙z =1.(16)Integrating (16)gives for 0 t <t 1:z(t)=t +z(0),(17)˙x(t)=DA +( − )(t +z(0))n.(18)The function z(t)is increasing,so that the conditions of ex-istence of ˙x in (14)and (18)are satisfied for any t 0.This means that t 1=∞,that is ˙x is well defined for all t 0and a solution of the differential equation (5)(given by (17))exists over t ∈R +.From Eq.(18),it follows that ˙x ∈L 1as n >1.This implies by [2,p.233]that x(t)goes to a finite limit as t goes to infinity,which means that x(t)is bounded.Thus,we have constructed a bounded C 1signal x(t)with an unbounded corresponding signal z(t).We have thus proved that,for 0,we have A, , ,n = A, , ,n =[−z 1,z 1]and |z(t)| max (|z(0)|,z 0).Remains the subcase P 22: <0.In this case,define z 1<z 2 nA/( − /2)<z 0and consider that the initial con-dition z(0) 0is such that |z(0)| z 2(the case z(0) 0can be treated in a similar way).Take ˙x(t)=a for some positive constant a ,then we have from equation (5)and from the fact that <0:˙z aD −1(A − |z |n )aD −1(A − z n 2)=aD −1A1−− /2b >0.(19)F.Ikhouane et al./Systems&Control Letters56(2007)197–205201 Eq.(19)shows that z(t)will increase and reach in afinite timethe value z2.At this point,we choose for˙x(t)the expressionin Eq.(14)so that the analysis of Lemma1remains valid.This means that for each initial condition z(0),it is possible toconstruct a bounded C1signal x(t)such that the correspondingsignal z(t)is unbounded.We have thus shown that for <0we obtain A, , ,n=∅.Since A, , ,n⊂ A, , ,n,this impliesthat A, , ,n= A, , ,n=∅.We now move to the case P3.Assume that z(0) 0(a similaranalysis can be done for the case z(0) 0),and definek1=− +D,k2=A+ .Choosing˙x>0we have from Eq.(5):˙z=k1˙x(k2+z n).(20)On the other hand,since n>1the quantity S= ∞z(0)d u/(k2+u n)>0isfinite.Choosing for the signal x(t)any increasing function such that x(0)=0and lim t→∞x(t)=S/k1,it follows from Eq.(20)thatlim t→∞ z(t)z(0)d uk2+u n=S.(21)Eq.(21)shows that lim t→∞z(t)=∞so that we have con-structed a bounded signal x(t)with an unbounded output z(t) for every initial condition z(0).This means that A, , ,n=∅, which implies that A, , ,n= A, , ,n=∅.The cases A<0and A=0can be treated in a similar way, which ends the proof of Theorem2.Note that the case + >0, − <0and 0simplifies to − <0and 0since the former inequality is implied by the latter two.Corollary1follows immediately from the proof of Theorem2,while Corollary2follows from Table1. Table1shows that the classes I–V are BIBO stable.A class is composed of a range for the Bouc-Wen model parameters and a range for the initial condition z(0)of the hysteretic part of the model.For all the classes,it can be seen that the hysteretic variable z(t)is bounded and that its bound is independent of the bound of the input x(t).This will show to be useful for control purposes.Note that,for the class V,we have z(t)=0for all t 0if z(0)=0.Since the Bouc-Wen model is often used with an initial condition z(0)=0,this means that the class V corresponds to a linear behavior and is thus irrelevant from the point of view of the description of the hysteretic systems.3.Free motion of a hysteretic structural systemSection2has analyzed the stability properties of the Bouc-Wen model.It has shown that,for the Bouc-Wen model to be BIBO stable,it should belong to classes I–V of Table1. The class V has been shown to be irrelevant as,in practice,it corresponds to the description of a linear behavior.For this reason,we consider only the classes I–IV in the present section.3.1.Problem statementWe consider a structural isolation scheme,as illustrated in Fig.3,which is modelled as1degree-of-freedom system with mass m>0and viscous damping c>0plus a restoring force characterizing a hysteretic behavior of the isolator material.This system is described by the second order differential equationm¨x+c˙x+ (x)(t)=f(t),(22) with initial conditions x(0)and˙x(0)and excited by a force f(t),like the one of the form−ma(t)in the case of an earth-quake with ground acceleration a(t).The restoring force is as-sumed to be described by the Bouc-Wen model:(x)(t)= kx(t)+(1− )Dkz(t),(23)˙z=D−1(A˙x− |˙x||z|n−1z− ˙x|z|n),(24) where n>1,D>0,k>0and0< <1.The purpose of this section is the study of the free motion of system(22)–(24),that is with f(t)=0,to analyze its asymptotic trajectories.In real applications,the base-isolation devices are designed to dissipate the energy introduced in the structure by external perturbations.In the absence of disturbances,the structure is in free motion so that when its initial conditions are not zero, the structure dissipates the energy due to the initial conditions and keeps at rest asymptotically.Base-isolation devices have often been modelled by the Bouc-Wen model[10],so that this model has to reproduce some general physical properties of these devices.In particular,for the Bouc-Wen based model (22)–(24)that is supposed to reproduce the behavior of a base-isolation device,it is desirable that the velocity˙x of the mass goes asymptotically to zero,and that its position x goes to a constant,when the system is in free motion.The next section shows that this is the case for the classes I and II.3.2.Asymptotic trajectoriesIn this section,we analyze the asymptotic behavior of the system defined by Eqs.(22)–(24)in the absence of an exter-nal excitation.The main result of this section is given in the following theorem.Theorem3.For every initial conditions x(0)∈R,˙x(0)∈R and z(0)∈ A, , ,n=∅,the following holds:(a)For all the classes I–IV of Table1,the signals x(t),˙x(t)and z(t)are bounded and C1.(b)Assume that the Bouc-Wen model belongs to the classes Ior II.Then,there exist constants x∞and z∞,which depend on the Bouc-Wen model parameters( ,D,k,A, , ,n), the system parameters(m,c)and the initial condi-tions(x(0),˙x(0),z(0)),and there exists a constant¯c202F.Ikhouane et al./Systems&Control Letters56(2007)197–205(a)(b)Fig.3.Base isolation device(a)and its physical model(b). that depends on the parameters m,k,A, , , such thatfor all c ¯c we have:lim t→∞x(t)=x∞,(25)lim t→∞z(t)=z∞,(26)x∞+(1− )Dz∞=0.(27) Furthermore,we have˙x∈L1([0,∞))and limt→∞˙x(t)=0.(28) Proof.Part(a):A state-space system realization of(22)–(24)is ˙x1=x2,(29)˙x2=m−1(−cx2− kx1−(1− )kDz),(30)˙z=D−1(Ax2− |x2||z|n−1z− x2|z|n),(31) where x1=x.Since(29)–(31)is locally Lipschitz,then a C1so-lution(x1(t),x2(t),z(t))exists over some time interval[0,t0). We have seen(Corollary1of Section2.3)that z(t)given by (24)is bounded for every C1signal x(bounded or not)once z(0)belongs to A, , ,n=∅.Thus,Eq.(22)can be written in the formm¨x+c˙x+ kx=−(1− )Dkz,(32) which may be seen as an exponentially stable second order linear system excited by a bounded external input signal−(1− )Dkz.This implies that the signals x1(t),x2(t)and z(t)are bounded[2,p.59]and thus t0=∞,which proves part(a)of Theorem3.Let us move to part(b)of Theorem3.We proceed in two steps.First,we show that˙x belongs to L1.Second,we use this property to complete the proof of the theorem.First part of the proof of part(b):We have the two cases P1:|z(t)|>z0for all t 0.P2:There exists some t0<∞such that|z(t0)| z0.Wefirst treat the case ing the results of Section2it follows that the time function z(t)2is non-increasing.Since it is bounded,it goes to a limit z2∞ z20.Consider the case where z(0)>0(the analysis is similar in the case z(0)<0).Then,by continuity of z,we have z(t) z∞ z0>0for all t 0.Take >0,then there exists some t1<∞such thatz n∞ z(t)n z n∞+ for all t t1.(33)Multiplying by x2and integrating both parts of(33),the fol-lowing is obtained for any T 0:z n∞t1+Tt1x2(t)d t−t1+Tt1|x2(t)|d tt1+Tt1x2(t)z(t)n d t z n∞t1+Tt1x2(t)d t+t1+Tt1|x2(t)|d t.(34)On the other hand,using the fact that 0(see Corollary2of Section2.3),the following is obtained from Eqs.(31)and(33): |x2|z n∞ |x2|z n=−D˙z+Ax2− x2z n.(35) Here we need to discuss two subcases:P11: >0,P12: =0.Let us focusfirst on the subcase P11.Integrating both parts of inequality(35)and using Eq.(34)it follows thatt1+Tt1|x2(t)|d t −Dn∞(z(t1+T)−z(t1))+Az n∞−(x1(t1+T)−x1(t1))+| |n∞t1+Tt1|x2(t)|d t.(36)If =0,then using part(a)of Theorem3,it follows from Eq.(36)that x2∈L1as T is arbitrary.If =0,choosing = z n∞/2| |in Eq.(36)shows that x2∈L1.We now consider the subcase P12.Note that the parameter can be zero only for the class II.In this case,Table1shows that >0.By Assumption P1,we have z(t)>z0for all t 0, thus it follows that z n>z n0=A/ or equivalently A− z n<0. Using Eq.(31)with =0leads to x2=D˙z/(A− z n).Since z is non-increasing,˙z 0,which implies that x2(t) 0for all t 0.We then gett|x2( )|d =tx2( )d =x1(t)−x1(0) which,using part(a)of Theorem3,shows that x2∈L1.We now turn to the case P2.Taking the derivative of Eq.(30) we get2¨x2+ 1˙x2+ 0x2=−˙z,(37)F .Ikhouane et al./Systems &Control Letters 56(2007)197–205203where 2=m(1− )Dk,1=c(1− )Dk,0=(1− )D.(38)By Assumption P 2,we have |z(t 0)| z ing the bound on |z(t)|of Table 1for A >0,it follows that |z(t)| z 0for all t t 0.From Eq.(31)we get for all t t 0:0 D ˙z x 2=(A −( + )|z |n )x 22 Ax 22for zx 2 0,Ax 22 D ˙zx 2=(A +( − )|z |n )x 22 2A + x 22for zx 2 0(Class I Bouc-Wen model ),2A x 22 D ˙z x 2=(A +( − )|z |n )x 22 Ax 22for zx 2 0(Class II Bouc-Wen model )so that we have in all cases:0 ˙z x 2 x 22,(39)where =A D max1,2 +.Note that the system (29)–(31)can be viewed as a feedback connection as in [7,Fig.7.1]where the reference r =0,the signal u =−˙z and y =x 2.By Eq.(39),the nonlinearity (·)in [7,Fig.7.1]which corresponds to the Bouc-Wen model,be-longs to the sector [0, ].The idea is to use this fact to prove that the feedback connection is such that the state (x 2,˙x 2)goes exponentially to zero using [7,Theorem 7.1.1].It is to be noted that the Bouc-Wen nonlinearity (·)is not memory-less in our case;however,since we know that z is bounded,it can be checked easily that the stability proof of the feed-back connection is a small variation of that in [7,Theorem 7.1.1].In the next,we use the simplified version of [7,Theo-rem 7.1.1]given in [7,Example 7.1].We then need to check the conditions under which we have Re [1+ G(j )]>0for all ∈(−∞,∞)where the transfer function G(s)is given by G(s)=1/( 2s 2+ 1s + 0).This is equivalent to checking the conditions under which we havef ( )= 22 2+ (−2 0 2+ 21− 2)+ 20+ 0>0for all = 2(40)Eq.(40)is a second-order algebraic equation in the variable .If its discriminant is negative,then the function f ( )is always positive.If 0,then f ( )=0has real roots 1and 2that have the same sign.If 1<0and 2<0,then f ( )>0for all values of = 2 0.The only case where we can have f ( )<0with 0occurs when the sum of roots is positive.This condition can be written asc < mk A(1− )max 1,2+ +2¯c .(41)Thus,we have proved that c ¯c implies that we have Re [1+ G(j )]>0for all ∈(−∞,∞).Then,using[7,Theorem 7.2],it follows that the state x 2goes exponentiallyto zero.This implies that x 2∈L 1.Second part of the proof of part (b):The fact that x 2∈L 1along with Eq.(29)shows that x 1goes to a finite limit [2,p.233]which establishes Eq.(25).Since x 2is bounded and ˙x 2is bounded (by Eq.30)and x 2∈L 1,then by Barbalat’s lemma [8,p.491,Corollary A.7]it follows that lim t →∞x 2(t)=0.Now,taking the derivative of Eq.(30),we get m ¨x 2+c ˙x 2+ kx 2=−(1− )kD ˙z ,(42)which may be seen as a stable second order system excited bythe input −(1− )kD ˙z .Since x 2∈L 1,by part (a)of Theorem 3and Eq.(31),it follows that ˙z ∈L 1L ∞.From Eq.(42)we then conclude that ˙x 2∈L 1[2,p.59].We now have that˙x 2is bounded (by Eq.(30)),¨x2is bounded (by Eq.(42))and ˙x 2∈L 1.Thus,by application of Barbalat’s lemma,it follows that lim t →∞˙x 2(t)=ing this property in Eq.(30)along with Eq.(28)we obtainlim t →∞( kx 1(t)+(1− )kDz(t))=0.(43)Since x 1goes to a finite limit,this establishes Eqs.(27)and (26),which completes the proof of Theorem 3.Theorem 3shows that,for the classes I and II,the states x and z go to constant values asymptotically and that the velocity ˙x goes to zero.This means that both classes are good candidates for the description of the real physical behavior of a base-isolation device.Crucial to the proof of the theorem is the fact that ˙x ∈L 1.It is to be noted that the condition c ¯c is only a sufficient condition for the validity of Theorem 3.It is not necessary as can be checked using numerical simulations.Theorem 3demonstrates that the Bouc-Wen based model (22)–(24)behaves in accordance with observed experiments for real base-isolation devices when the model belongs to the classes I and II of Table 1.This is not the case for the classes III and IV .Indeed,consider the class III Bouc-Wen based model (22)–(24)given by the following parameters: =0.5,k =2,D =1,A =−2, =1, =0,n =1.1,m =1,c =1.Fig.4gives the solution of the differential equation (22)–(24)with initial conditions x(0)=0,˙x(0)=0.1,z(0)=0.We observe that,after a transient,a limit cycle occurs (a mathematical proof of this property is very difficult).In fact,it can be checked using numerical simulations that,for a large number of values of A <0(that is for the classes III and IV),and for arbitrary small initial conditions,limit cycles are observed.Such a behavior has not been observed for real structures like base-isolation devices.For this reason,we consider that the negative values of the parameter A do not correspond to a physical behavior of the Bouc-Wen model.The conclusion that can be drawn from this section is that,from the classes I–IV of Table 1,only the two classes I and II are relevant from the point of view of the description of the physical phenomena.The rest of the classes of Table 1,that is classes III–V are irrelevant in practice.。

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