英语文摘

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英语文摘中英对照File

英语文摘中英对照File一、生活感悟英文原文：Life is like a camera. Just focus on what's important and capture the good times, develop from the negatives and if things don't work out, just take another shot.中文翻译：生活就像一台相机。

只需关注重要的事物，捕捉美好时光，从挫折中成长，如果事情不尽如人意，那就再试一次。

二、名人名言英文原文："The only way to do great work is to love what you do." – Steve Jobs中文翻译：“成就伟大事业的唯一途径，就是热爱你所做的事。

” ——史蒂夫·乔布斯三、趣味故事英文原文：Once upon a time, there was a fox who was very proud of his tail. One day, he got caught in a trap and had to sacrifice his tail to escape. Though he was free, he felt ashamed of his appearance. However, he soon realized that his life was more important than his tail.中文翻译：从前，有一只狐狸非常自豪自己的尾巴。

有一天，它不慎陷入了陷阱，为了逃脱，不得不牺牲自己的尾巴。

虽然它重获自由，但它为自己的外貌感到羞愧。

然而，它很快意识到，生命比尾巴更重要。

四、励志故事英文原文：Thomas Edison failed more than 10,000 times before he invented the light bulb. When asked about his failures, he replied, "I have not failed. I've just found 10,000 ways that won't work."中文翻译：托马斯·爱迪生在发明电灯泡之前失败了超过一万次。

优美英语文摘语段

优美英语文摘语段英语文摘(一)1. I’m going to make him an offer he can’t refuse. 我会开出令他无法拒绝的条件。

--来自1972年的《教父》2. Love means never having to say you’re sorry. 爱就是永远不说对不起。

--来自1970年的《爱情故事》3. Louis，I think this is the beginning of a beautiful friendship. 路易斯，我想，这将是一段美好友谊的开始。

--来自1942年的《卡萨布兰卡》4. There’s no place like home. 没有一个地方可以像家一样。

--来自1939年的《绿野仙踪》5. I’ll have what she’s having. 我会拥有她所拥有的。

--来自1989年的《当哈利遇上莎莉》6. Today，I consider myself the luckiest man on the face of the earth. 今天，我感觉自己是全世界最幸运的人。

--来自1942的《扬基的骄傲》7. Oh，Jerry，don’t let’s ask for the moon.We have the stars. 噢，杰瑞，不要再乞求能得到月亮了，我们已经拥有星星了。

--来自1942年的《扬帆》8. A boy’s best friend is his mother. 一个男孩最好的朋友是他的母亲。

--来自1960年的《惊魂记》9. I have always depended on the kindness of strangers. 我总是非常依赖陌生人的仁慈。

--来自1951年的《欲望号街车》10. I’m king of the world! 我是世界之王! --来自1997年的《泰坦尼克号》11. Some birds aren't meant to be caged, that's all. Their feathers are just too bright.——The Shawshank Redemption. 有些鸟儿是永远关不住的，因为它们的每一片羽翼上都沾满了自由的光辉。

优秀的英语文摘

优秀的英语文摘优秀的文章可以快速让同学们加深文章的记忆哦，小编今天给大家整理了英语的文摘，有需要的同学可以收藏起来哦，大家快点学习起来，行动起来吧同学们，要努力才可以更快的学习好英语哦为何腰果不带壳销售?Why Cashews Aren’t Sold In The Shell为何腰果不带壳销售Part of the fun of eating almonds or pecans is cracking the shell and getting the nut. But, some nuts, like cashews, are almost always sold shelled and roasted. Why aren’t cashews sold in the shell?吃杏仁和胡桃的部分乐趣来源于敲碎外壳后得到果仁。

然而，有些坚果，比如腰果，通常会去壳烤熟销售。

为什么腰果会不带壳销售呢?Cashews are in the same family as poison ivy and poison sumac. Like the others in this family, the cashew plant contains powerful chemical irritants, so handling and eating raw cashews will cause the familiar itchy skin reaction in people sensitive to the chemicals. People who are sensitive to one plant in the family, for example poison ivy, are likely to be sensitive to others.腰果和毒葛与毒漆树同属一科。

与同科其它植物相似，腰果树含有强烈刺激性化学物质，所以处理和吃掉生腰果，会使那些对化学物质敏感的人皮肤产生瘙痒反应。

经典英语文摘大全

经典英语文摘大全（经典版）编制人：__________________审核人：__________________审批人：__________________编制单位：__________________编制时间：____年____月____日序言下载提示：该文档是本店铺精心编制而成的，希望大家下载后，能够帮助大家解决实际问题。

文档下载后可定制修改，请根据实际需要进行调整和使用，谢谢!并且，本店铺为大家提供各种类型的经典范文，如演讲稿、总结报告、合同协议、方案大全、工作计划、学习计划、条据书信、致辞讲话、教学资料、作文大全、其他范文等等，想了解不同范文格式和写法，敬请关注!Download tips: This document is carefully compiled by this editor. I hope that after you download it, it can help you solve practical problems. The document can be customized and modified after downloading, please adjust and use it according to actual needs, thank you!In addition, this shop provides you with various types of classic sample essays, such as speech drafts, summary reports, contract agreements, project plans, work plans, study plans, letter letters, speeches, teaching materials, essays, other sample essays, etc. Want to know the format and writing of different sample essays, so stay tuned!经典英语文摘大全“兴趣是最好的老师”这句话放到英语学习上是千真万确。

英语文摘精选5篇

英语文摘精选5篇如果能够抄之前先好好读读，并且理解其意思，然后再抄完了之后是不是翻阅自己的摘抄本，那么效果又会更进一步！今天小编在这给大家整理了英语文摘大全，接下来随着小编一起来看看吧!英语文摘(一)给你一篇小情书You’re the one, It was you all the time.你一直都是我的最爱。

I love everything about you, except the fact that youre not with me.我爱你的一切，可事实是你并不爱我。

I wish that you were here or I were there or me and you we anywhere together..多么希望我们此刻能够紧紧相依。

I know its too much to ask for you to think of me as much as I think of you but I just hope that someday, somehow, you think of me too.但愿你哪天也会很想念我，正如我想念你一般。

My heart wont let you go, and I need you to know, I miss you. 我不舍得你离开我，我只想告诉你，我很想你。

When I miss you, I dont have to go far...I just have to look inside my heart because thats where Ill find you.其实，我的心里一直都有你。

Im waiting and hoping, and wishing for the time when we can be together again... I miss you so much.我等待着，期盼着，我们可以再次重逢，而你会重新爱上我…Even though we are far apart you will always be in my little heart.哪怕相距千里，你也依旧在我心里。

英语文摘

Bull Earthquake Eng(2008)6:645–675DOI10.1007/s10518-008-9078-1ORIGINAL RESEARCH PAPERNumerical analyses of fault–foundation interactionI.Anastasopoulos·A.Callerio·M.F.Bransby·M.C.R.Davies·A.El Nahas·E.Faccioli·G.Gazetas·A.Masella·R.Paolucci·A.Pecker·E.RossignolReceived:22October2007/Accepted:14July2008/Published online:17September2008©Springer Science+Business Media B.V.2008Abstract Field evidence from recent earthquakes has shown that structures can be designed to survive major surface dislocations.This paper:(i)Describes three differentﬁnite element(FE)methods of analysis,that were developed to simulate dip slip fault rupture propagation through soil and its interaction with foundation–structure systems;(ii)Validates the developed FE methodologies against centrifuge model tests that were conducted at the University of Dundee,Scotland;and(iii)Utilises one of these analysis methods to conduct a short parametric study on the interaction of idealised2-and5-story residential structures lying on slab foundations subjected to normal fault rupture.The comparison between nume-rical and centrifuge model test results shows that reliable predictions can be achieved with reasonably sophisticated constitutive soil models that take account of soil softening after failure.A prerequisite is an adequately reﬁned FE mesh,combined with interface elements with tension cut-off between the soil and the structure.The results of the parametric study reveal that the increase of the surcharge load q of the structure leads to larger fault rupture diversion and“smoothing”of the settlement proﬁle,allowing reduction of its stressing.Soil compliance is shown to be beneﬁcial to the stressing of a structure.For a given soil depthH and imposed dislocation h,the rotation θof the structure is shown to be a function of:I.Anastasopoulos(B)·G.GazetasNational Technical University,Athens,Greecee-mail:ianast@civil.ntua.grA.Callerio·E.Faccioli·A.Masella·R.PaolucciStudio Geotecnico Italiano,Milan,ItalyM.F.BransbyUniversity of Auckland,Auckland,New ZealandM.C.R.Davies·A.El NahasUniversity of Dundee,Dundee,UKA.Pecker·E.RossignolGeodynamique et Structure,Paris,France123(a)its location relative to the fault rupture;(b)the surcharge load q;and(c)soil compliance.Keywords Fault rupture propagation·Soil–structure-interaction·Centrifuge model tests·Strip foundation1IntroductionNumerous cases of devastating effects of earthquake surface fault rupture on structures were observed in the1999earthquakes of Kocaeli,Düzce,and Chi-Chi.However,examples of satisfactory,even spectacular,performance of a variety of structures also emerged(Youd et al.2000;Erdik2001;Bray2001;Ural2001;Ulusay et al.2002;Pamuk et al.2005).In some cases the foundation and structure were quite strong and thus either forced the rupture to deviate or withstood the tectonic movements with some rigid-body rotation and translation but without damage(Anastasopoulos and Gazetas2007a,b;Faccioli et al.2008).In other cases structures were quite ductile and deformed without failing.Thus,the idea(Duncan and Lefebvre1973;Niccum et al.1976;Youd1989;Berill1983)that a structure can be designed to survive with minimal damage a surface fault rupture re-emerged.The work presented herein was motivated by the need to develop quantitative understan-ding of the interaction between a rupturing dip-slip(normal or reverse)fault and a variety of foundation types.In the framework of the QUAKER research project,an integrated approach was employed,comprising three interrelated steps:•Field studies(Anastasopoulos and Gazetas2007a;Faccioli et al.2008)of documented case histories motivated our investigation and offered material for calibration of the theoretical methods and analyses,•Carefully controlled geotechnical centrifuge model tests(Bransby et al.2008a,b)hel-ped in developing an improved understanding of mechanisms and in acquiring a reliable experimental data base for validating the theoretical simulations,and•Analytical numerical methods calibrated against the aboveﬁeld and experimental data offered additional insight into the nature of the interaction,and were used in developing parametric results and design aids.This paper summarises the methods and the results of the third step.More speciﬁcally: (i)Three differentﬁnite element(FE)analysis methods are presented and calibratedthrough available soil data.(ii)The three FE analysis methods are validated against four centrifuge experiments con-ducted at the University of Dundee,Scotland.Two experiments are used as a benchmark for the“free-ﬁeld”part of the problem,and two more for the interaction of the outcrop-ping dislocation with rigid strip foundations.(iii)One of these analysis methods is utilised in conducting a short parametric study on the interaction of typical residential structures with a normal fault rupture.The problem studied in this paper is portrayed in Fig.1.It refers to a uniform cohesionless soil deposit of thickness H at the base of which a dip-slip fault,dipping at angle a(measured from the horizontal),produces downward or upward displacement,of vertical component h.The offset(i.e.,the differential displacement)is applied to the right part of the model quasi-statically in small consecutive steps.123hx O:“f o c u s ”O ’:“e p i c e n t e r ”Hanging wallFootwallyLW –LW hx O:“fo c u s ”O ’:“e p i c e n t e r ”Hanging wallFootwallyL W –LWq BStrip Foundation s(a )(b)Fig.1Deﬁnition and geometry of the studied problem:(a )Propagation of the fault rupture in the free ﬁeld,and (b )Interaction with strip foundation of width B subjected to uniform load q .The left edge of the foundation is at distance s from the free-ﬁeld fault outcrop2Centrifuge model testingA series of centrifuge model tests have been conducted in the beam centrifuge of the University of Dundee (Fig.2a)to investigate fault rupture propagation through sand and its in-teraction with strip footings (Bransby et al.2008a ,b ).The tests modelled soil deposits of depth H ranging from 15to 25m.They were conducted at accelerations ranging from 50to 115g.A special apparatus was developed in the University of Dundee to simulate normal and reverse faulting.A central guidance system and three aluminum wedges were installed to impose displacement at the desired dip angle.Two hydraulic actuators were used to push on the side of a split shear box (Fig.2a)up or down,simulating reverse or normal faulting,respectively.The apparatus was installed in one of the University of Dundee’s centrifuge strongboxes (Fig.2b).The strongbox contains a front and a back transparent Perspex plate,through which the models are monitored in ﬂight.More details on the experimental setup can be found in Bransby et al.(2008a ).Displacements (vertical and horizontal)at different123Fig.2(a)The geotechnicalcentrifuge of the University ofDundee;(b)the apparatus for theexperimental simulation of faultrupture propagation through sandpositions within the soil specimen were computed through the analysis of a series of digital images captured as faulting progressed using the Geo-PIV software(White et al.2003).Soil specimens were prepared within the split box apparatus by pluviating dry Fontainebleau sand from a speciﬁc height with controllable massﬂow rate.Dry sand samples were prepared at relative densities of60%.Fontainebleau sand was used so that previously published laboratory element test data(e.g Gaudin2002)could be used to select drained soil parameters for theﬁnite element analyses.The experimental simulation was conducted in two steps.First,fault rupture propagation though soil was modelled in the absence of a structure(Fig.1a),representing the free-ﬁeld part of the problem.Then,strip foundations were placed at a pre-speciﬁed distance s from the free-ﬁeld fault outcrop(Fig.1b),and new tests were conducted to simulate the interaction of the fault rupture with strip foundations.3Methods of numerical analysisThree different numerical analysis approaches were developed,calibrated,and tested.Three different numerical codes were used,in combination with soil constitutive models ranging from simpliﬁed to more sophisticated.This way,three methods were developed,each one corresponding to a different level of sophistication:(a)Method1,using the commercial FE code PLAXIS(2006),in combination with a simplenon-associated elastic-perfectly plastic Mohr-Coulomb constitutive model for soil; 123Foundation : 2-D Elastic Solid Elements Elastic BeamElementsInterfaceElements hFig.3Method 1(Plaxis)ﬁnite element diecretisation(b)Method 2,utilising the commercial FE code ABAQUS (2004),combined with a modiﬁedMohr-Coulomb constitutive soil model taking account of strain softening;and(c)Method 3,making use of the FE code DYNAFLOW (Prevost 1981),along with thesophisticated multi-yield constitutive model of Prevost (1989,1993).Centrifuge model tests that were conducted in the University of Dundee were used to validate the effectiveness of the three different numerical methodologies.The main features,the soil constitutive models,and the calibration procedure for each one of the three analysis methodologies are discussed in the following sections.3.1Method 13.1.1Finite element modeling approachThe ﬁrst method uses PLAXIS (2006),a commercial geotechnical FE code,capable of 2D plane strain,plane stress,or axisymmetric analyses.As shown in Fig.3,the ﬁnite element mesh consists of 6-node triangular plane strain elements.The characteristic length of the elements was reduced below the footing and in the region where the fault rapture is expected to propagate.Since a remeshing technique (probably the best approach when dealing with large deformation problems)is not available in PLAXIS ,at the base of the model and near the fault starting point,larger elements were introduced to avoid numerical inaccuracies and instability caused by ill conditioning of the element geometry during the displacement application (i.e.node overlapping and element distortion).The foundation system was modeled using a two-layer compound system,consisting of (see Fig.3):•The footing itself,discretised by very stiff 2D elements with linear elastic behaviour.The pressure applied by the overlying building structure has been imposed to the models through the self weight of the foundation elements.123Fig.4Method1:Calibration of constitutive model parameters utilising the FE code Tochnog;(a)oedometer test;(b)Triaxial test,p=90kPa•Beam elements attached to the nodes at the bottom of the foundation,with stiffness para-meters lower than those of the footing to avoid a major stiffness discontinuity between the underlying soil and the foundation structure.•The beam elements are connected to soil elements through an interface with a purely frictional behaviour and the same friction angleϕwith the soil.The interface has a tension cut-off,which causes a gap to develop between soil and foundation in case of detachment. Due to the large imposed displacement reached during the centrifuge tests(more than3m in several cases),with a relative displacement of the order of10%of the modeled soil height, the large displacement Lagrangian description was adopted.After an initial phase in which the geostatic stresses were allowed to develop,the fault displacement has been monotonically imposed both on the right side and the right bottom boundaries,while the remaining boundaries of the model have beenﬁxed in the direction perpendicular to the side(Fig.3),so as to reproduce the centrifuge test boundary conditions.3.1.2Soil constitutive model and calibrationThe constitutive model adopted for all of the analyses is the standard Mohr-Coulomb for-mulation implemented in PLAXIS.The calibration of the elastic and strength parameters of the soil had been conducted during the earlier phases of the project by means of the FEM code Tochnog(see the developer’s home page ),adopting a rather reﬁned and user-deﬁned constitutive model for sand.This model was calibrated with a set of experimental data available on Fontainebleau sand(Gaudin2002).Oedometer tests (Fig.4a)and drained triaxial compression tests(Fig.4b)have been simulated,and sand model parameters were calibrated to reproduce the experimental results.The user-deﬁned model implemented in Tochnog included a yielding function at the critical state,which corresponds to the Mohr-Coulomb failure criterion.A subset of those parameters was then utilised in the analysis conducted using the simpler Mohr-Coulomb model of PLAXIS:•Angle of frictionϕ=37◦•Young’s Modulus E=675MPa•Poisson’s ratioν=0.35•Angle of Dilationψ=0◦123hFoundation : Elastic Beam ElementsGap Elements Fig.5Method 2(Abaqus)ﬁnite element diecretisationThe assumption of ψ=0and ν=0.35,although not intuitively reasonable,was proven to provide the best ﬁt to experimental data,both for normal and reverse faulting.3.2Method 23.2.1Finite element modeling approachThe FE mesh used for the analyses is depicted in Fig.5(for the reverse fault case).The soil is now modelled with quadrilateral plane strain elements of width d FE =1m.The foun-dation,of width B ,is modelled with beam elements.It is placed on top of the soil model and connected through special contact (gap)elements.Such elements are inﬁnitely stiff in compression,but offer no resistance in tension.In shear,their behaviour follows Coulomb’s friction law.3.2.2Soil constitutive modelEarlier studies have shown that soil behaviour after failure plays a major role in problems related to shear-band formation (Bray 1990;Bray et al.1994a ,b ).Relatively simple elasto-plastic constitutive models,with Mohr-Coulomb failure criterion,in combination with strain softening have been shown to be effective in the simulation of fault rupture propagation through soil (Roth et al.1981,1982;Loukidis 1999;Erickson et al.2001),as well as for modelling the failure of embankments and slopes (Potts et al.1990,1997).In this study,we apply a similar elastoplastic constitutive model with Mohr-Coulomb failure criterion and isotropic strain softening (Anastasopoulos 2005).Softening is introduced by reducing the mobilised friction angle ϕmob and the mobilised dilation angle ψmob with the increase of plastic octahedral shear strain:123ϕmob=ϕp−ϕp−ϕresγP fγP oct,for0≤γP oct<γP fϕres,forγP oct≥γP f(1)ψmob=⎧⎨⎩ψp1−γP octγP f,for0≤γP oct<γP fψres,forγP oct≥γP f⎫⎬⎭(2)whereϕp andϕres the ultimate mobilised friction angle and its residual value;ψp the ultimate dilation angle;γP f the plastic octahedral shear strain at the end of softening.3.2.3Constitutive model calibrationConstitutive model parameters are calibrated through the results of direct shear tests.Soil response can be divided in four characteristic phases(Anastasopoulos et al.2007):(a)Quasi-elastic behavior:The soil deforms quasi-elastically(Jewell and Roth1987),upto a horizontal displacementδx y.(b)Plastic behavior:The soil enters the plastic region and dilates,reaching peak conditionsat horizontal displacementδx p.(c)Softening behavior:Right after the peak,a single horizontal shear band develops(Jewelland Roth1987;Gerolymos et al.2007).(d)Residual behavior:Softening is completed at horizontal displacementδx f(δy/δx≈0).Then,deformation is accumulated along the developed shear band.Quasi-elastic behaviour is modelled as linear elastic,with secant modulus G S linearly incre-asing with depth:G S=τyγy(3)whereτy andγy:the shear stress and strain atﬁrst yield,directly measured from test data.After peak conditions are reached,it is assumed that plastic shear deformation takes placewithin the shear band,while the rest of the specimen remains elastic(Shibuya et al.1997).Scale effects have been shown to play a major role in shear localisation problems(Stone andMuir Wood1992;Muir Wood and Stone1994;Muir Wood2002).Given the unavoidableshortcomings of the FE method,an approximate simpliﬁed scaling method(Anastasopouloset al.2007)is employed.The constitutive model was encoded in the FE code ABAQUS(2004).Its capability toreproduce soil behaviour has been validated through a series of FE simulations of the directshear test(Anastasopoulos2005).Figure6depicts the results of such a simulation of denseFontainebleau sand(D r≈80%),and its comparison with experimental data by Gaudin (2002).Despite its simplicity and(perhaps)lack of generality,the employed constitutivemodel captures the predominant mode of deformation of the problem studied herein,provi-ding a reasonable simpliﬁcation of complex soil behaviour.3.3Method33.3.1Finite element modeling approachTheﬁnite element model used for the analyses is shown for the normal fault case in Fig.7.The soil is modeled with square,quadrilateral,plane strain elements,of width d FE=0.5m. 123Fig.6Method 2:Calibration ofconstitutive model—comparisonbetween laboratory direct sheartests on Fontainebleau sand(Gaudin 2002)and the results ofthe constitutive modelx D v3.3.2Soil constitutive ModelThe constitutive model is the multi-yield constitutive model developed by Prevost (1989,1993).It is a kinematic hardening model,based on a relatively simple plasticity theory (Prevost 1985)and is applicable to both cohesive and cohesionless soils.The concept of a “ﬁeld of work-hardening moduli”(Iwan 1967;Mróz 1967;Prevost 1977),is used by deﬁning a collection f 0,f 1,...,f n of nested yield surfaces in the stress space.V on Mises type surfaces are employed for cohesive materials,and Drucker-Prager/Mohr-Coulomb type surfaces are employed for frictional materials (sands).The yield surfaces deﬁne regions of constant shear moduli in the stress space,and in this manner the model discretises the smooth elastic-plastic stress–strain curve into n linear segments.The outermost surface f n represents a failure surface.In addition,accounting for experimental evidence from tests on frictional materials (de 1987),a non-associative plastic ﬂow rule is used for the dilatational component of the plastic potential.Finally,the material hysteretic behavior and shear stress-induced anisotropic effects are simulated by a kinematic rule .Upon contact,the yield surfaces are translated in the stress space by the stress point,and the direction of translation is selected such that the yield surfaces do not overlap,but remain tangent to each other at the stress point.3.3.3Constitutive model parametersThe required constitutive parameters of the multi-yield constitutive soil model are summari-sed as follows (Popescu and Prevost 1995):a.Initial state parameters :mass density of the solid phase ρs ,and for the case of porous saturated media,porosity n w and permeability k .b.Low strain elastic parameters :low strain moduli G 0and B 0.The dependence of the moduli on the mean effective normal stress p ,is assumed to be of the following form:G =G 0 p p 0 n B =B 0 p p 0n (4)and is accounted for,by introducing two more parameters:the power exponent n and the reference effective mean normal stress p 0.c.Yield and failure parameters :these parameters describe the position a i ,size M i and plastic modulus H i ,corresponding to each yield surface f i ,i =0,1,...n .For the case of pressure sensitive materials,a modiﬁed hyperbolic expression proposed by Prevost (1989)and Grifﬁths and Prévost (1990)is used to simulate soil stress–strain relations.The necessary parameters are:(i)the initial gradient,given by the small strain shear modulus G 0,and (ii)the stress (function of the friction angle at failure ϕand the stress path)and strain,εmax de v ,levels at failure.Hayashi et al.(1992)improved the modiﬁed hyperbolic model by introducing a new parameter—a —depending on the maximum grain size D max and uniformity coefﬁcient C u .Finally,the coefﬁcient of lateral stress K 0is necessary to evaluate the initial positions a i of the yield surfaces.d.Dilation parameters :these are used to evaluate the volumetric part of the plastic potentialand consist of:(i)the dilation (or phase transformation)angle ¯ϕ,and (ii)the dilation parameter X pp ,which is the scale parameter for the plastic dilation,and depends basically on relative density and sand type (fabric,grain size).With the exception of the dilation parameter,all the required constitutive model parameters are traditional soil properties,and can be derived from the results of conventional laboratory 123Table1Constitutive model parameters used in method3Number of yield surfaces20Power exponent n0.5Shear modulus G at stress p1 (kPa)75,000Bulk modulus at stress p1(kPa)200,000Unit massρ(t.m−3) 1.63Cohesion0 Reference mean normal stressp1(kPa)100Lateral stress coefﬁcient(K0)0.5Dilation angle in compression (◦)31Dilation angle in extension(◦)31Ultimate friction angle in compression(◦)41.8Ultimate friction angle inextension(◦)41.8Dilation parameter X pp 1.65Max shear strain incompression0.08Max shear strain in extension0.08Generation coefﬁcient in compressionαc 0.098Generation coefﬁcient inextensionαe0.095Generation coefﬁcient in compressionαlc 0.66Generation coefﬁcient inextensionαle0.66Generation coefﬁcient in compressionαuc 1.16Generation coefﬁcient inextensionαue1.16(e.g.triaxial,simple shear)and in situ(e.g.cone penetration,standard penetration,wave velocity)soil tests.The dilational parameter can be evaluated on the basis of results of liquefaction strength analysis,when available;further details can be found in Popescu and Prevost(1995)and Popescu(1995).Since in the present study the sand material is dry,the cohesionless material was modeled as a one-phase material.Therefore neither the soil porosity,n w,nor the permeability,k,are needed.For the shear stress–strain curve generation,given the maximum shear modulus G1,the maximum shear stressτmax and the maximum shear strainγmax,the following functional relationship has been chosen:For y=τ/τmax and x=γ/γr,withγr=τmax/G1,then:y=exp(−ax)f(x,x l)+(1−exp(−ax))f(x,x u)where:f(x,x i)=(2x/x i+1)x i−1/(2x/x i+1)x i+1(5)where a,x l and x u are material parameters.For further details,the reader is referred to Hayashi et al.(1992).The constitutive model is implemented in the computer code DYNAFLOW(Prevost1981) that has been used for the numerical analyses.3.3.4Calibration of model constitutive parametersTo calibrate the values of the constitutive parameters,numerical triaxial tests were simulated with DYNAFLOW at three different conﬁning pressures(30,60,90kPa)and compared with the results of available physical tests conducted on the same material at the same conﬁning pressures.The parameters are deﬁned based on the shear stress versus axial strain curve and volumetric strain versus axial strain curve.Figure8illustrates the comparisons between numerical simulations and physical tests in terms of volumetric strain and shear stress versus123Table2Summary of main attributes of the centrifuge model testsTest Faulting B(m)q(kPa)s(m)g-Level a D r(%)H(m)L(m)W(m)h max(m) 12Normal Free—ﬁeld11560.224.775.723.53.1528Reverse Free—ﬁeld11560.815.175.723.52.5914Normal10912.911562.524.675.723.52.4929Reverse10919.211564.115.175.723.53.30a Centrifugal accelerationFig.9Test12—Free-ﬁeld faultD r=60%Fontainebleau sand(α=60◦):Comparison ofnumerical with experimentalvertical displacement of thesurface for bedrock dislocationh=3.0m(Method1)and2.5m(Method2)[all displacements aregiven in prototype scale]Structure Interaction(FR-SFSI):(i)Test14,normal faulting at60◦;and(ii)Test29,reverse faulting at60◦.In this case,the comparison is conducted for all of the developed numerical analysis approaches.The main attributes of the four centrifuge model tests used for the comparisons are syn-opsised in Table2,while more details can be found in Bransby et al.(2008a,b).4.1Free-ﬁeld fault rupture propagation4.1.1Test12—normal60◦This test was conducted at115g on medium-loose(D r=60%)Fontainebleau sand,simu-lating normal fault rupture propagation through an H=25m soil deposit.The comparison between analytical predictions and experimental data is depicted in Fig.9in terms of vertical displacement y at the ground surface.All displacements are given in prototype scale.While the analytical prediction of Method1is compared with test data for h=3.0m,in the case of Method2the comparison is conducted at slightly lower imposed bedrock displacement: h=2.5m.This is due to the fact that the numerical analysis with Method2was conducted without knowing the test results,and at that time it had been agreed to set the maximum displacement equal to h max=2.5m.However,when test results were publicised,the actually attained maximum displacement was larger,something that was taken into account in the analyses with Method1.As illustrated in Fig.9,Method2predicts almost correctly the location of fault out-cropping,at about—10m from the“epicenter”,with discrepancies limited to1or2m.The deformation can be seen to be slightly more localised in the centrifuge test,but the comparison between analytical and experimental shear zone thickness is quite satisfactory.The vertical displacement proﬁle predicted by Method1is also qualitatively acceptable.However,the123Method 2Centrifuge Model TestR1S1Method 1(a )(b)(c)Fig.10Test 12—-Normal free-ﬁeld fault rupture propagation through H =25m D r =60%Fontainebleau sand:Comparison of (a )Centrifuge model test image,compared to FE deformed mesh with shear strain contours of Method 1(b ),and Method 2(c ),for h =2.5mlocation of fault rupture emergence is a few meters to the left compared with the experimen-tal:at about 15m from the “epicenter”(instead of about 10m).In addition,the deformation predicted by Method 1at the ground surface computed using method 1is widespread,instead of localised at a narrow band.FE deformed meshes with superimposed shear strain contours are compared with an image from the experiment in Fig.10,for h =2.5m.In the case of Method 2,the comparison can be seen to be quite satisfactory.However,it is noted that the secondary rupture (S 1)that forms in the experiment to the right of the main shear plane (R 1)is not predicted by Method 2.Also,experimental shear strain contours (not shown herein)are a little more diffuse than the FE prediction.Overall,the comparison is quite satisfactory.In the case of Method 1,the quantitative details are not in satisfactory agreement,but the calculation reveals a secondary rupture to the right of the main shear zone,consistent with the experimental image.4.1.2Test 28—reverse 60◦This test was also conducted at 115g and the sand was of practically the same relative density (D r =61%).Given that reverse fault ruptures require larger normalised bedrock123Fig.11Test28—Reversepropagation through H=15mD r=60%Fontainebleau sand:Comparison of numerical withexperimental verticaldisplacement of the surface forbedrock dislocation h=2.0m(all displacements are given inprototype scale)displacement h/H to propagate all the way to the surface(e.g.Cole and Lade1984;Lade et al.1984;Anastasopoulos et al.2007;Bransby et al.2008b),the soil depth was set at H=15m.This way,a larger h/H could be achieved with the same actuator.Figure11compares the vertical displacement y at the ground surface predicted by the numerical analysis to experimental data,for h=2.0m.This time,both models predict correctly the location of fault outcropping(deﬁned as the point where the steepest gradient is observed).In particular,Method1achieves a slightly better prediction of the outcropping location:−10m from the epicentre(i.e.,a difference of1m only,to the other direction). Method2predicts the fault outbreak at about−7m from the“epicenter”,as opposed to about −9m of the centrifuge model test(i.e.,a discrepancy of about2m).Figure12compares FE deformed meshes with superimposed shear strain contours with an image from the experiment,for h=2.5m.In the case of Method2,the numerical analysis seems to predict a distinct fault scarp,with most of the deformation localised within it.In contrast,the localisation in the experiment is clearly more intense,but the fault scarp at the surface is much less pronounced:the deformation is widespread over a larger area.The analysis with Method1is successful in terms of the outcropping location.However,instead of a single rupture,it predicts the development of two main ruptures(R1and R2),accompanied by a third shear plane in between.Although such soil response has also been demonstrated by other researchers(e.g.Loukidis and Bouckovalas2001),in this case the predicted multiple rupture planes are not consistent with experimental results.4.2Interaction with strip footingsHaving validated the effectiveness of the developed numerical analysis methodologies in simulating fault rupture propagation in the free-ﬁeld,we proceed to the comparisons of experiments with strip foundations:one for normal(Test14),and one for reverse(Test29) faulting.This time,the comparison is extended to all three methods.4.2.1Test14—normal60◦This test is practically the same with the free-ﬁeld Test12,with the only difference being the presence of a B=10m strip foundation subjected to a bearing pressure q=90kPa.The foundation is positioned so that the free-ﬁeld fault rupture would emerge at distance s=2.9m from the left edge of the foundation.123。

英语文摘唯美

英语文摘唯美为什么世界上公认汉语比英语难学?这是因为汉语的语法比较难的关系!也许上学的时候我们也要学习英语语法，但比汉语简单多了，英语的学习主要还是词汇量。

今天小编在这给大家整理了英语文摘大全，接下来随着小编一起来看看吧!英语文摘(一)1、Life is a journey to experience to learn and to enjoy.生活是不断经历、学习和享受的旅程。

2、life to learn to enjoy: enjoy working happy laughter, enjoy friends, enjoy the warmth of family, enjoy the joy to create, enjoy the sweet fruit.生活中要学会享受：享受工作的欢快，享受朋友的笑声，享受家人的温馨，享受创造的快慰，享受果实的甜美。

3、With the friends there are always laughs and shared happy moments, the friends are like the small drops of water of the morning dew, where the heart is it and freshens up.总是能与朋友一齐笑和分享快乐时光的朋友，就像心里面一小滴清晨的露水，可以使人精神饱满。

4、Life is a chain of moments of enjoyments; not only about survival.生活是一串快乐时光，我们不仅仅是为了生存而生存。

5、Health is certainly more valuable than money,because it is by health that money is procured.健康当然比金钱更为重要，因为我们所赖以获得金钱的就是健康。

【推荐】英语文摘电子版-word范文 (11页)

本文部分内容来自网络整理，本司不为其真实性负责，如有异议或侵权请及时联系，本司将立即删除！== 本文为word格式，下载后可方便编辑和修改！ ==英语文摘电子版篇一：双语阅读英语文摘人一天最重要的40分钟人一天最重要的40分钟,你用好了吗? 英语生活贴士 The Forty Most Important Minutes Each Day: Are You Using Them Well? 人一天最重要的40分钟，你用好了吗？Recently I had a conversation in Beijing with an adult Chinese friend who was complaining how difficult it is to study English. Nosurprises there. It is a difficult language to master, just like Chinese.最近我在北京听一位中国朋友吐槽英语难学。

这并不奇怪，英语跟中文一样，都不好学。

I made a few suggestions based on my own experience. One involved a very valuable fact which I learned from my high schoolLatin and Greek teacher. He was a Jesuit priest, a gifted linguist, and had an amazing ability to memorize things, like poetry, essays, speeches, etc.根据亲身经历，我有几点建议，其中也包括我高中拉丁语和希腊语老师的真传。

这位老师是名耶稣会的牧师，很有语言天分，对诗歌、论文、演讲等记忆力超群。

His advice to us students was that for memorization purposes, there are forty minutes each day in which our memory is vastly more receptive than it is during the other 23 hours and 20 minutes. This40-minute “super memory” period is divided into two parts: the 20 minutes before we sleep, and the 20 minutes after we first awake.他告诉我们这些学生，人在一天之中有40分钟记忆力最强，接收能力超过其余23小时20分。

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谈谈瑜珈Mike: What're you doing up so early, Amanda? Have you decided to take up jogging in the park like me?Amanda: No, Mike. You know I really can't stand jogging. I've joined a yoga class at our local fitness center. I hear it's a great way to stay fit. Want to join me?Mike: No way! Yoga is for girls. I'd rather do some weights or cardio at the gym than contort my body into painful posture s.Amanda: Come on, there's more to yoga than that! It's perfect for physical and spiritual well-being. It also helps your body become more flexible. Mike: No thanks－I think all of this is just a moneymaking gimmick. I'm telling you Amanda, don't buy into it!Amanda: Mike, we just learn three new posture s every day and do some meditation. My yoga guru is going to teach us about breathing today. Did you know that we don't even breathe properly anymore?Mike: Count me out! I don't need anyone to tell me how to breathe! Just because celebrities are doing yoga, everyone's jumping on the bandwagon. Amanda: That's not true! You're always reluctant to try something new. Give it a chance－you might enjoy it.Mike: Okay, but only if you promise I'll end up with a body like Matthew McConaughey!to contort (v.) 扭曲；曲解Peter's face contorted with rage when he found out his sister had broken his laptop computer.posture (n.) 姿势；姿态He maintained a good posture even in old age by sitting straight instead of slouching.flexible (adj.) 可弯曲的；柔韧有弹性的The dancer is so flexible that she can touch her head with her foot.guru (n.) 导师；大师Many people in the U.S. consider Martha Stewart to be a lifestyle guru. reluctant (adj.) 不情愿的；勉强的Sharon was reluctant to leave the children alone with the babysitter, but she had no other choice.spiritual well-being 心灵上的平静；心灵上的喜悦A: Aren't you glad we decided to take a trip to the Himalayas instead of New York?B: Yes, the peaceful atmosphere and fresh air have been good for my spiritual well-being.moneymaking gimmick 赚钱的技俩；赚钱的花招A: Guess what? The department store is offering a buy-one-get-one-free deal on all clothes and jewelry!B: Come on, that's just a moneymaking gimmick to attract more customers. to end up with 最后…；结果…A: Why are we here so early? The concert doesn't start until an hour later! B: I wanted to find good seats－I always end up with seats in the back row when I arrive late小孩，狗，青蛙和朋友A Boy, A Dog, A Frog and A Friendby Mercer and Marianna MayerPage Script1 One day a boy went fishing with his dog and his frog.He sat by the side of a pond and patiently waited for a fish to bite.2 All of a sudden he felt a bite!3 It had to be a big fish because it bent the pole and started to pull the boy into the water.4 The fish was so strong it yanked the boy and his pole right into the pond. The dog and frog jumped in after the boy.5-6 Well, it turned out it wasn’t a fish at all. It was a turtle! The turtle swam across the pond with the boy’s fishing pole and began to walk away with it. When the boy saw what was happening, he yelled at the turtle. “You come back here with my fishing pole!”7 The dog swam over to the turtle and started to bark and paw at him.8 While the dog distracted the turtle, the boy took back his fishing pole. The turtle didn’t like the dog barking at him so he bit the dog’s paw.9 The boy tried to help his dog by pulling him away from the turtle, but the turtl e wouldn’t let go.10 The boy put the dog over his shoulder and started to walk back across the pond. The stubborn turtle still wouldn’t let go of the poor dog’s paw.11 Finally, when they were in the middle of the pond, the turtle couldn’t hold on any longer and he fell into the water.12 The boy carried the dog out of the pond and the frog climbed out too. The boy was happy the turtle was gone. So was the dog who licked his sore paw.13 The frog and the dog waited for the boy while he packed up his fishing gear. The dog’s paw was still sore so he licked it some more while his tail dangled in the water.14 Oh no! The turtle snuck up on the dog and grabbed his tail.15 The turtle yanked the dog right into the water! The dog struggled to stay afloat. The boy didn’t know what to do.16 While the boy started to take his clothes off, the frog jumped toward the water as hard as he could. The turtle pulled the dog farther and farther under the water.17 The boy hurried to take off his clothes. The frog dove in the water but the dog was now all the way under.18 The boy was almost undressed when he saw the dog come swimming back to shore.19 The dog was wet and weary from his underwater struggle. The frog looked under the water for the turtle.20 They were all shocked to see the turtle floating on his back. The turtle had died!21 The boy used a stick to pull the turtle out of the water.22 The boy and the frog became angry at the dog. They thought he had drowned the turtle.23 The boy held the turtle in his arms and sadly they all left the pond.24 The boy laid the turtle on the ground and started to dig a hole in which to bury him.25 While the boy was busy digging the hole, the frog noticed that the turtle has his eyes open.26 The dog saw the turtle too. The turtle was not dead after all! In fact, he was heading straight for the boy’s fishing pole – again!27 The turtle picked up the fishing pole and brought it to them. He wanted to be their friend.28 The boy picked up the turtle and raised him in the air. They were all very happy.29 So off they went with their new friend.Best friend can't stop complaining最要好的朋友抱抱怨没完Dear Annie:My best friend, "Denise," recently moved back to our hometown after two years away. We talk every day, and there is hardly anything we keep from each other. The problem is, Denise is perpetually unhappy.Since she moved back, her negativity has started to conflict with my own life. I have made several attempts to get her to join my social circle and acclimate her to life here.Each time, she makes excuses and instead spends her time alone. As a result, I end up splitting my activities between Denise and my other friends and inevitably making someone a little annoyed. Whether it is complaining about her job, her school, her boyfriend or her home life, the whining is endless and my other friends are starting to be offended by her demeanor. Any suggestions? －Grumpy's Best FriendDear Best Friend:Since you and Denise "hardly keep anything" from each other, it's time for the truth. Tell her she seems out of sorts since she moved back. Explain that her constant complaining indicate s she may be suffering from depression and ought to speak to her doctor. If Denise makes a sincere effort to be more positive, it will be reflected in her reality, so remind her, nicely, when she complains too much.perpetually (adv.) 永远地；不绝地negativity (n.) 负面情绪或态度to acclimate (v.) 使适应inevitably (adv.) 无可避免地；必然地to whine (v.) 抱怨；埋怨demeanor (n.) 举止；态度to be out of sorts 不舒服的；闹脾气的to indicate (v.) 指出；指示sincere (adj.) 诚挚的；诚心的to be reflected in 反映；出现在。