《烛之武退秦师》原文及译文(翻译)

《烛之武退秦师》原文及译文（翻译）

译文：

九月甲午，晋侯、秦伯围郑，以其无礼于晋，且贰于楚也。晋军函陵，秦军氾南。

佚之狐言于郑伯曰：“国危矣，若使烛之武见秦君，师必退。”公从之。辞曰：“臣之壮也，犹不如人；今老矣，无能为也已。”公曰：“吾不能早用子，今急而求子，是寡人之过也。然郑亡，子亦有不利焉！”许之。

夜缒而出。见秦伯曰：“秦、晋围郑，郑既知亡矣。若亡郑而有益于君，敢以烦执事。越国以鄙远，君知其难也。焉用亡郑以陪邻？邻之厚，君之薄也。若余郑以为东道主，行李之往来，共其乏困，君亦无所害。且君尝为晋君赐矣；许君焦、瑕，朝济而夕设版焉，君之所知也。夫晋，何厌之有？既东封郑、又欲肆其西封，若不阙秦，将焉取之？阙秦以利晋，唯君图之。”秦伯说，与郑人盟。使杞子、逢孙、杨孙戍之，乃还。

子犯请击之。公曰：“不可。微夫人之力不及此。因人之力而敝之，不仁；失其所与，不知；以乱易整不武。吾其还也。”亦去之。

译文：

九月十三日，晋文公联合秦穆公围攻郑国，这是因为郑文公曾对晋文公无礼，而且还依附楚国，对晋怀有二心。这时晋

军驻扎函陵，秦军驻扎氾水之南。

佚之狐向郑文公说：“国家危险了，如果派烛之武去见秦君，秦国军队一定会撤退。”郑文公听了他的意见。烛之武推辞说：“臣在壮年的时候，尚且不如别人，现在老了，做不了什么事了。”郑文公说：“我没有及早重用您，现在危急时才来求您，这是我的过错。然而郑国灭亡了，对您也不利啊！”烛之武答应了。

当夜，烛之武用绳子把自己从城墙上坠下去。见到秦穆公，烛之武说：“秦、晋两国围攻郑国，郑国已经知道就要灭亡了！如果郑国灭亡对您有好处，那我今天也不会冒昧地以灭郑的事烦劳您了。越过其他国家而在远方设置边邑，您知道这是很困难的。哪能用灭郑来加强邻国呢？邻国实力雄厚，就等于您的力量薄弱啊。如果不灭郑国而使它成为您东方道路上的主人，贵国使臣来往经过，供应他们的食宿给养，这对您也没有坏处。再说您也曾经施恩于晋惠公，他答应给您焦、瑕两地，可是他早晨刚刚渡河回国，晚上就在那里筑城防御，这是您所知道的。那个晋国，哪里有满足的时候？它既以郑国作为东边的疆界，又要扩张它西边的疆界，如果不损害秦国，它到哪里去夺取土地呢？损害秦国而有利于晋国，希望您还是多多考虑这件事吧。”秦伯很高兴，与郑国订立盟约，委派杞子、逢孙、杨孙戍守郑国，自己就率军回国。

晋国大夫子犯请求袭击秦军。晋文公说：“不可，如果不是秦

国国君的力量我到不了今天这个地步。依靠过别人的力量而去损害别人，是不仁；失去同盟国，是不智；用冲突来代替联合，是不武。我们还是回去吧。”于是晋国的军队也撤离郑国。

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A convection-conduction model for analysis of the freeze-thaw conditions in the surrounding rock wall of a tunnel in permafrost regions Abstract Based on the analyses of fundamental meteorological and hydrogeological conditions at the site of a tunnel in the cold regions, a combined convection-conduction model for air flow in the tunnel and temperature field in the surrounding has been constructed. Using the model, the air temperature distribution in the Xiluoqi No. 2 Tunnel has been simulated numerically. The simulated results are in agreement with the data observed. Then, based on the in situ conditions of sir temperature, atmospheric pressure, wind force, hydrogeology and engineering geology, the air-temperature relationship between the temperature on the surface of the tunnel wall and the air temperature at the entry and exit of the tunnel has been obtained, and the freeze-thaw conditions at the Dabanshan Tunnel which is now under construction is predicted. Keywords: tunnel in cold regions, convective heat exchange and conduction, freeze-thaw. A number of highway and railway tunnels have been constructed in the permafrost regions and their neighboring areas in China. Since the hydrological and thermal conditions changed after a tunnel was excavated，the surrounding wall rock materials often froze, the frost heaving caused damage to the liner layers and seeping water froze into ice diamonds，which seriously interfered with the communication and transportation. Similar problems of the freezing damage in the tunnels also appeared in other countries like Russia, Norway and Japan .Hence it is urgent to predict the freeze-thaw conditions in the surrounding rock materials and provide a basis for the design，construction and

毕业设计外文翻译原文.

Optimum blank design of an automobile sub-frame Jong-Yop Kim a ,Naksoo Kim a,*,Man-Sung Huh b a Department of Mechanical Engineering,Sogang University,Shinsu-dong 1,Mapo-ku,Seoul 121-742,South Korea b Hwa-shin Corporation,Young-chun,Kyung-buk,770-140,South Korea Received 17July 1998 Abstract A roll-back method is proposed to predict the optimum initial blank shape in the sheet metal forming process.The method takes the difference between the ?nal deformed shape and the target contour shape into account.Based on the method,a computer program composed of a blank design module,an FE-analysis program and a mesh generation module is developed.The roll-back method is applied to the drawing of a square cup with the ˉange of uniform size around its periphery,to con?rm its validity.Good agreement is recognized between the numerical results and the published results for initial blank shape and thickness strain distribution.The optimum blank shapes for two parts of an automobile sub-frame are designed.Both the thickness distribution and the level of punch load are improved with the designed blank.Also,the method is applied to design the weld line in a tailor-welded blank.It is concluded that the roll-back method is an effective and convenient method for an optimum blank shape design.#2000Elsevier Science S.A.All rights reserved. Keywords:Blank design;Sheet metal forming;Finite element method;Roll-back method

烛之武退秦师原文及翻译

烛之武退秦师原文及翻译 原文 九月甲午，晋侯、秦伯围郑，以其无礼于晋，且贰于楚也。晋军函陵，秦军氾南。 佚之狐言于郑伯曰：“国危矣，若使烛之武见秦君，师必退。”公从之。辞曰：“臣之壮也，犹不如人；今老矣，无能为也已。”公曰：“吾不能早用子，今急而求子，是寡人之过也。然郑亡，子亦有不利焉！”许之。 夜缒而出，见秦伯曰：“秦、晋围郑，郑既知亡矣。若亡郑而有益于君，敢以烦执事。越国以鄙远，君知其难也，焉用亡郑以陪邻？邻之厚，君之薄也。若舍郑以为东道主，行李之往来，共其乏困，君亦无所害。且君尝为晋君赐矣，许君焦、瑕，朝济而夕设版焉，君之所知也。夫晋，何厌之有？既东封郑，又欲肆其西封，若不阙秦，将焉取之？阙秦以利晋，惟君图之。”秦伯说，与郑人盟。使杞子、逢孙、杨孙戍之，乃还。 子犯请击之。公曰：“不可。微夫人之力不及此。因人之力而敝之，不仁；失其所与，不知；以乱易整，不武。吾其还也。”亦去之。

注释（1）晋侯、秦伯：指晋文公和秦穆公。 （2）以其无礼于晋：指晋文公即位前流亡国外经过郑国时，没有受到应有的礼遇。以，因为。 （3）且贰于楚：并且从属于晋的同时又从属于楚。且，并且。贰，从属二主。 （4）晋军函陵：晋军驻扎在函陵。军，驻军。函陵，郑国地名，在今河南新郑北。 （5）氾（fán）南：古代东氾水的南面，在今河南中牟南。 （6）佚之狐：郑国大夫。 （7）若：假如。使：派。见：进见。 （8）辞：推辞。 （9）臣之壮也：我壮年的时候。

（10）犹：尚且。 （11）无能为也已：不能干什么了。为，做。已，同“矣”，语气词，了。 （12）用，任用。是寡人之过也：这是我的过错。是，这。过，过错。 （13）然：然而。 （14）许之：答应这件事。许，答应。 （15）缒（zhuì）：用绳子拴着从城墙上往下吊。 （16）既：已经。亡郑：使郑亡。 （17）敢以烦执事：冒昧地拿（亡郑这件事）麻烦您。这是客气的说法。执事，执行事务的人，对对方的敬称。 （18）越国以鄙（bǐ）远：越过别国而把远地（郑国）当作边邑。越，越过。鄙，边邑。这里作动词。

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外文翻译原文

204/JOURNAL OF BRIDGE ENGINEERING/AUGUST1999

JOURNAL OF BRIDGE ENGINEERING /AUGUST 1999/205 ends.The stress state in each cylindrical strip was determined from the total potential energy of a nonlinear arch model using the Rayleigh-Ritz method. It was emphasized that the membrane stresses in the com-pression region of the curved models were less than those predicted by linear theory and that there was an accompanying increase in ?ange resultant force.The maximum web bending stress was shown to occur at 0.20h from the compression ?ange for the simple support stiffness condition and 0.24h for the ?xed condition,where h is the height of the analytical panel.It was noted that 0.20h would be the optimum position for longitudinal stiffeners in curved girders,which is the same as for straight girders based on stability requirements.From the ?xed condition cases it was determined that there was no signi?cant change in the membrane stresses (from free to ?xed)but that there was a signi?cant effect on the web bend-ing stresses.Numerical results were generated for the reduc-tion in effective moment required to produce initial yield in the ?anges based on curvature and web slenderness for a panel aspect ratio of 1.0and a web-to-?ange area ratio of 2.0.From the results,a maximum reduction of about 13%was noted for a /R =0.167and about 8%for a /R =0.10(h /t w =150),both of which would correspond to extreme curvature,where a is the length of the analytical panel (modeling the distance be-tween transverse stiffeners)and R is the radius of curvature.To apply the parametric results to developing design criteria for practical curved girders,the de?ections and web bending stresses that would occur for girders with a curvature corre-sponding to the initial imperfection out-of-?atness limit of D /120was used.It was noted that,for a panel with an aspect ratio of 1.0,this would correspond to a curvature of a /R =0.067.The values of moment reduction using this approach were compared with those presented by Basler (Basler and Thurlimann 1961;Vincent 1969).Numerical results based on this limit were generated,and the following web-slenderness requirement was derived: 2 D 36,500a a =1?8.6?34 (1) ? ??? t R R F w ?y where D =unsupported distance between ?anges;and F y =yield stress in psi. An extension of this work was published a year later,when Culver et al.(1973)checked the accuracy of the isolated elas-tically supported cylindrical strips by treating the panel as a unit two-way shell rather than as individual strips.The ?ange/web boundaries were modeled as ?xed,and the boundaries at the transverse stiffeners were modeled as ?xed and simple.Longitudinal stiffeners were modeled with moments of inertias as multiples of the AASHO (Standard 1969)values for straight https://www.sodocs.net/doc/409712525.html,ing analytical results obtained for the slenderness required to limit the plate bending stresses in the curved panel to those of a ?at panel with the maximum allowed out-of-?atness (a /R =0.067)and with D /t w =330,the following equa-tion was developed for curved plate girder web slenderness with one longitudinal stiffener: D 46,000a a =1?2.9 ?2.2 (2) ? ? ? t R f R w ?b where the calculated bending stress,f b ,is in psi.It was further concluded that if longitudinal stiffeners are located in both the tension and compression regions,the reduction in D /t w will not be required.For the case of two stiffeners,web bending in both regions is reduced and the web slenderness could be de-signed as a straight girder panel.Eq.(1)is currently used in the ‘‘Load Factor Design’’portion of the Guide Speci?cations ,and (2)is used in the ‘‘Allowable Stress Design’’portion for girders stiffened with one longitudinal stiffener.This work was continued by Mariani et al.(1973),where the optimum trans-verse stiffener rigidity was determined analytically. During almost the same time,Abdel-Sayed (1973)studied the prebuckling and elastic buckling behavior of curved web panels and proposed approximate conservative equations for estimating the critical load under pure normal loading (stress),pure shear,and combined normal and shear loading.The linear theory of shells was used.The panel was simply supported along all four edges with no torsional rigidity of the ?anges provided.The transverse stiffeners were therefore assumed to be rigid in their directions (no strains could be developed along the edges of the panels).The Galerkin method was used to solve the governing differential equations,and minimum eigenvalues of the critical load were calculated and presented for a wide range of loading conditions (bedding,shear,and combined),aspect ratios,and curvatures.For all cases,it was demonstrated that the critical load is higher for curved panels over the comparable ?at panel and increases with an increase in curvature. In 1980,Daniels et al.summarized the Lehigh University ?ve-year experimental research program on the fatigue behav-ior of horizontally curved bridges and concluded that the slen-derness limits suggested by Culver were too severe.Equations for ‘‘Load Factor Design’’and for ‘‘Allowable Stress Design’’were developed (respectively)as D 36,500a =1?4?192(3)? ?t R F w ?y D 23,000a =1?4 ?170 (4) ? ? t R f w ?b The latter equation is currently used in the ‘‘Allowable Stress Design’’portion of the Guide Speci?cations for girders not stiffened longitudinally. Numerous analytical and experimental works on the subject have also been published by Japanese researchers since the end of the CURT project.Mikami and colleagues presented work in Japanese journals (Mikami et al.1980;Mikami and Furunishi 1981)and later in the ASCE Journal of Engineering Mechanics (Mikami and Furunishi 1984)on the nonlinear be-havior of cylindrical web panels under bending and combined bending and shear.They analyzed the cylindrical panels based on Washizu’s (1975)nonlinear theory of shells.The governing nonlinear differential equations were solved numerically by the ?nite-difference method.Simple support boundary condi-tions were assumed along the curved boundaries (top and bot-tom at the ?ange locations)and both simple and ?xed support conditions were used at the straight (vertical)boundaries.The large displacement behavior was demonstrated by Mi-kami and Furunishi for a range of geometric properties.Nu-merical values of the load,de?ection,membrane stress,bend-ing stress,and torsional stress were obtained,but no equations for design use were presented.Signi?cant conclusions include that:(1)the compressive membrane stress in the circumfer-ential direction decreases with an increase in curvature;(2)the panel under combined bending and shear exhibits a lower level of the circumferential membrane stress as compared with the panel under pure bending,and as a result,the bending moment carried by the web panel is reduced;and (3)the plate bending stress under combined bending and shear is larger than that under pure bending.No formulations or recommendations for direct design use were made. Kuranishi and Hiwatashi (1981,1983)used the ?nite-ele-ment method to demonstrate the elastic ?nite displacement be-havior of curved I-girder webs under bending using models with and without ?ange rigidities.Rotation was not allowed (?xed condition)about the vertical axis at the ends of the panel (transverse stiffener locations).Again,the nonlinear distribu-

烛之武退秦师原文翻译及知识点归纳

烛之武退秦师原文翻译及知识点归纳 集团标准化工作小组 #Q8QGGQT-GX8G08Q8-GNQGJ8-MHHGN#

《烛之武退秦师》原文 九月甲午，晋侯、秦伯围郑，以其无礼于晋，且贰于楚也。晋军函陵，秦军泛南。 译文:晋文公、秦穆公联合围攻郑国，因为郑国曾对晋文公无礼，并且在与晋国结盟的情况下又与楚国结盟。晋军驻扎在函陵，秦军驻扎在泛南。 佚之狐言于郑伯曰：“国危矣，若使烛之武见秦君，师必退。”公从之。辞曰：“臣之壮也，犹不如人；今老矣，无能为也已。”公曰：“吾不能早用子，今急而求子，是寡人之过也。然郑亡，子亦有不利焉！”许之。 译文: 佚之狐对郑伯说：“郑国处于危险之中，如果能派烛之武去见秦伯，一定能说服他们撤军。”郑伯同意了。烛之武推辞说：“我年轻时，尚且不如别人；现在老了，做不成什么了。”郑文公说；“我早先没有重用您，现在危急之中求您，这是我的过错。然而郑国灭亡了，对您也不利啊!”烛之武就答应了。 夜缒而出。见秦伯曰：“秦、晋围郑，郑既知亡矣。若亡郑而有益于君，敢以烦执事。越国以鄙远，君知其难也。焉用亡郑以陪邻邻之厚，君之薄也。若舍郑以为东道主，行李之往来，共其乏困，君亦无所害。且君尝为晋君赐矣；许君焦、瑕，朝济而夕设版焉，君之所知也。夫晋，何厌之有既东封郑、又欲肆其西封，若不阙秦，将焉取之阙秦以利晋，唯君图之。” 译文: 夜晚用绳子将烛之武从城上放下去，去见秦伯，烛之武说：“秦、晋两国围攻郑国，郑国已经知道要灭亡了。如果灭掉郑国对您有好处，那就烦劳

您手下的人了。越过晋国把远方的郑国作为秦国的东部边境，您知道是困难的，您何必要灭掉郑国而增加邻邦晋国的土地呢邻邦的国力雄厚了，您的国力也就相对削弱了。假如放弃灭郑的打算，而让郑国作为您秦国东道上的主人，秦国使者往来，郑国可以随时供给他们所缺乏的东西，对您秦国来说，也没有什么害处。况且，您曾经对晋惠公有恩惠，他也曾答应把焦、瑕二邑割让给您。然而，他早上渡河归晋，晚上就筑城拒秦，这是您知道的。晋国有什么满足的呢现在它已把郑国当作东部的疆界，又想扩张西部的疆界。如果不侵损秦国，晋国从哪里取得它所企求的土地呢秦国受损而晋国受益，您好好掂量掂量吧！” 秦伯说，与郑人盟。使杞子、逢孙、杨孙戍之，乃还。 译文: 秦伯高兴了，就与郑国签订了盟约。并派杞子、逢孙、杨孙帮郑国守卫，就率军回国。 子犯请击之。公曰：“不可。微夫人之力不及此。因人之力而敝之，不仁；失其所与，不知；以乱易整不武。吾其还也。”亦去之。 译文: 子犯请求晋文公下令攻击秦军。晋文公说：“不行！假如没有那人的支持，我就不会有今天。借助了别人的力量而又去损害他，这是不仁义的；失掉自己的同盟国，这是不明智的；以混乱代替联合一致，这是不勇武的。我们还是回去吧！”这样晋军也撤离了郑国。 重要实词 1、贰 ①“二”的大写。因为郑国先于晋国结盟，但后于晋国的敌国楚国结盟，被视为不敬。故秦、晋围之 (例：国不堪贰，君将若之何《左传·隐公元年》) ②副职 (例：其内任卿贰以上。梁启超《少年中国说》) ③不专一 (例：贰则疑惑。《荀子·解蔽》) ④离心，

烛之武退秦师原文翻译及知识点归纳

《烛之武退秦师》原文 九月甲午，晋侯、秦伯围郑，以其无礼于晋，且贰于楚也。晋军函陵，秦军氾南。 译文:晋文公、秦穆公联合围攻郑国，因为郑国曾对晋文公无礼，并且在与晋国结盟的情况下又与楚国结盟。晋军驻扎在函陵，秦军驻扎在氾南。 佚之狐言于郑伯曰：“国危矣，若使烛之武见秦君，师必退。”公从之。辞曰：“臣之壮也，犹不如人；今老矣，无能为也已。”公曰：“吾不能早用子，今急而求子，是寡人之过也。然郑亡，子亦有不利焉！”许之。 译文: 佚之狐对郑伯说：“郑国处于危险之中，如果能派烛之武去见秦伯，一定能说服他们撤军。”郑伯同意了。烛之武推辞说：“我年轻时，尚且不如别人；现在老了，做不成什么了。”郑文公说；“我早先没有重用您，现在危急之中求您，这是我的过错。然而郑国灭亡了，对您也不利啊!”烛之武就答应了。 夜缒而出。见秦伯曰：“秦、晋围郑，郑既知亡矣。若亡郑而有益于君，敢以烦执事。越国以鄙远，君知其难也。焉用亡郑以陪邻？邻之厚，君之薄也。若舍郑以为东道主，行李之往来，共其乏困，君亦无所害。且君尝为晋君赐矣；许君焦、瑕，朝济而夕设版焉，君之所知也。夫晋，何厌之有？既东封郑、又欲肆其西封，若不阙秦，将焉取之？阙秦以利晋，唯君图之。” 译文: 夜晚用绳子将烛之武从城上放下去，去见秦伯，烛之武说：“秦、晋两国围攻郑国，郑国已经知道要灭亡了。如果灭掉郑国对您有好处，那就烦劳您手下的人了。越过晋国把远方的郑国作为秦国的东部边境，您知道是困难的，您何必要灭掉郑国而增加邻邦晋国的土地呢？邻邦的国力雄厚了，您的国力也就相对削弱了。假如放弃灭郑的打算，而让郑国作为您秦国东道上的主人，秦国使者往来，郑国可以随时供给他们所缺乏的东西，对您秦国来说，也没有什么害处。

外文资料翻译(原文和译文)_刘海平

淮阴工学院 毕业设计(论文)外文资料翻译 系部：计算机工程 专业：计算机科学与技术 姓名：刘海平 学号： 10213120 外文出处：Digital Avionics Systems Conference,2005. DASC 2005. The 24th 附件： 1.外文资料翻译译文；2.外文原文。 注：请将该封面与附件装订成册。

附件1：外文资料翻译译文 解决嵌入式OPENGL难题－使标准、工具和APIS能在高度嵌入 和安全的环境中一起工作 摘要 作为定义和表现屏幕图象来说，嵌入式的HMIS正在使用OpenGL来表现API.由于图形加速子系统和商业驱动的出现，这一趋势能被很好的支持。同时，嵌入的图形工具和软件厂商已经在他们的API中支持OpenGL。因为其高度的嵌入和关键的安全环境，完整的OpenGL不是一个狭窄的标准。为了能获得低价格/低功耗的硬件设备和减少获得关键安全证书的驱动的复杂性，必须包含OpenGL的子集。 近些年，移动图形工业已经从定义合适的OpenGL子集的工业联盟的努力中获得利益。这些子集，或外形,存在于趋向为广泛的不同的嵌入式市场的应用的不同版本提供服务。它很清楚如此定义明确的标准罐子和将会有一种在嵌入式和关键安全的图形业上的有益的影响，提供空前的便携和简单的HMI程序. 图形工具和软件厂商正在支持新的标准的水平是不清晰的。对于终端开发者来说，这些要求是非常高的，就像既不支持或很难的保证的API的可靠性。这篇论文在对厂商和开发者征税方面提出了些建议，获得用户接口和用OPENGL标准来确保工程的成功和HMI软件的广泛调度的建议。 背景 图形处理单元（GPUs） 在过去 10 年内, 嵌入式的系统经历了基本的变化的平台显示技术。这些变化已经主要被两个相似技术所控制，使用了OPENGL的显示硬件和高级的以光栅为基础的EGS系统。平面显示已经在支持嵌入式尺寸和宽度限制方面有了很大的提高。以光栅为基础的EGS已经在解决增强的方法方面提供了足够的马力，特别是建立在日常的OPENGL硬件上。 那些渲染引擎或图形芯片是处理图形和创建或渲染图形的移动处理设备的一部分。在桌面系统方面，硬件渲染引擎起处于统治地位，导致了两个高性能的处理