“陈元达,字长宏,后部人也”原文及译文赏析原文及翻译
“陈元达，字长宏，后部人也”原文及译
文赏析原文及翻译
①陈元达，字长宏，后部人也。本姓高，以生月妨父，故改云陈。少而孤贫，常躬耕兼诵书，乐道行咏，忻忻如也。至年四十，不与人交通。
②元海之为左贤王，闻而招之，元达不答。及元海僭号①，人谓元达曰：“往刘公相屈，君蔑而不顾，今称号龙飞，君其惧乎？”元达笑曰：“是何言邪？彼人姿度卓荦，有笼罗宇宙之志，吾固知之久矣。然往日所以不往者，以运期未至，不能无事喧喧，彼自有以亮吾矣②。卿但识之，吾恐不过二三日，驿书必至。”其暮，元海果征元达为黄门郎。人曰：“君殆圣乎！”既至，引见，元海曰：“卿若早来，岂为郎官而已。”元达曰：“臣惟性之有分，盈分者颠。臣若早叩天门者，恐大王赐处于九卿、纳言之间，此则非臣之分，臣将何以堪之！是以抑情盘桓，待分而至，大王无过授之谤，小臣免招寇之祸，不亦可乎！”元海大悦。
③在位屡进谠言，退而削草，虽子弟莫得而知也。刘聪即位，聪每谓元达曰：“卿当畏朕，反使朕畏卿乎？”元达叩头谢曰：“臣闻师臣者王，友臣者霸。臣诚愚暗无可采也，幸邀陛下垂齐桓纳九九之义，故使微臣得尽愚忠。昔世宗遥可汲黯之奏，故能恢隆汉道；桀纣诛谏，幽厉弭谤，是以三代之亡也忽焉。陛下以大圣应期，挺不世之量，能
远捐商周覆国之弊③，近模孝武光汉之美，则天下幸甚，群臣知免④。”元达苦谏不从，忧愤而死。及其死也，人尽冤之。
[注]①僭号：冒用帝王的称号。②亮：通“谅”。③捐：除去。
④免：同“勉”。
（《晋书?陈元达传》有删改）
17.解释下列加点的字。（4分）
⑴吾固知之久矣（）⑵卿但识之（）
⑶元海果征元达为黄门郎（）⑷既至，引见（）
18.下列各句中的“其”与例句中的“其”意义和用法相同的一项是：（）（2分）
例：距其院东五里（《游褒禅山记》）
A. 君其惧乎（《晋书·陈元达传》）
B. 其暮（《晋书·陈元达传》）
C. 及其死也（《晋书·陈元达传》）
D. 吾其还也（《秦晋崤之战》）
19. 第②段中，元达的话使“元海大悦”的原因，可概述为。（3分）
20.把下列句子译成现代汉语。（6分）
⑴至年四十，不与人交通。
⑵臣闻师臣者王。
21. 阅读全文，概括元达的性格特点。（2分）
参考答案
17、⑴原来本来早先⑵记住⑶征召征引征用⑷引导带领
18、B
19、我如果早来，恐怕大王给我的官位超过我的能力，我担当不起（1分）。我这时来给我这样的官位，使大王不会遭到小才大用的非议（1分），我也避免了招致仇敌嫉妒陷害的风险（1分）。
20、⑴陈元达到了四十岁时，仍然不与人交往。
⑵我听说以大臣为师的人能当大王（或称王）
21、机智有谋正直刚强
1外文文献翻译原文及译文汇总
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毕业设计外文翻译附原文
外文翻译 专业机械设计制造及其自动化学生姓名刘链柱 班级机制111 学号1110101102 指导教师葛友华
外文资料名称： Design and performance evaluation of vacuum cleaners using cyclone technology 外文资料出处：Korean J. Chem. Eng., 23(6), (用外文写) 925-930 (2006) 附件： 1.外文资料翻译译文 2.外文原文
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土木外文翻译原文和译文
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
李觉字仲明原文及翻译
李觉，字仲明，本京兆长安人。太平兴国五年举《九经》，起家将做监丞、通判建州。秩将满，州人借留，有诏褒之，就迁左赞善大夫，知泗州，转秘书丞。太宗以孔颖达《五经正义》刊板诏孔维与觉等校定。王师征燕、蓟，命觉部京东诸州刍粮赴幽州。维荐觉有学，迁《礼记》博士，赐绯鱼。 雍熙三年，与右补阙李若拙同使交州，黎桓谓曰：“此土山川之险，中朝人乍历之，岂不倦乎？”觉曰：“国家提封万里，列郡四百；地有平易，亦有险固，此一方何足云哉？”桓默然色沮。使还，久之，迁国子博士。 端拱元年春，初令学官讲说，觉首预焉。太宗幸国子监谒文宣王毕，升辇将出西门，顾见讲坐，左右言觉方聚徒讲书，上即诏觉，令对御讲。觉曰：“陛下六龙在御，臣何敢辄升高坐。”上因降辇，令有司张帟幕，设别坐，诏觉讲《周易》之《泰卦》，从臣皆列坐。觉因述天地感通、君臣相应之旨，上甚悦，特赐帛百匹。 俄献时务策，上颇嘉奖。是冬，以本官直史馆。右正言王禹偁上言：“觉但能通经，不当辄居史职。”觉仿韩愈《毛颖传》作《竹颖传》以献，太宗嘉之，故寝禹偁之奏。淳化初，上以经书板本有田敏辄删去者数字，名觉与孔维详定。二年，详校《春秋正义》成，改水部员外郎、判国子监。四年，迁司门员外郎，被病。假满，诏不绝奉，卒。 觉累上书言时务，述养马、漕运、屯田三事，太宗嘉其详备，令送史馆，语见本志。觉性强毅而聪敏，尝与秘阁校理吴淑等同考试开封府秋赋举人，语及算雉兔首足法，觉曰：“此颇繁，吾能易之。”及
成，果精简。淑意其宿制，即试以别法，皆能立就，坐中皆叹伏。翻译： 李觉，字仲明，原本是京兆长安人。太平兴国五年提出《九经》，刚开始时做建州的监丞、通判。任期将满，建州的百姓求他留下，皇上下诏书褒奖他，晋升做左赞善大夫，掌管泗州，转做秘书丞。宋太宗因为孔颖达的《五经正义》需要修订，就下诏让孔维和李觉等人参与校定。朝廷的军队出征燕、蓟两地，任命李觉押运京城东部各个州的牲畜和粮草赶赴幽州。孔维推荐李觉有才学，晋升做《礼记》博士，赐绯袍鱼袋（五品官职）。 雍熙三年，李觉和右补阙李若拙共同出使交州，黎桓说：“这个地方山川险峻，中原人忽然经历，难道不疲倦吗？”李觉说：“我们国家有万里疆土，四百郡县，地势有平坦的，也有险峻的，这一块小地方怎么值得一提呢？”黎桓不说话，神色沮丧。出使回来，很长时间，晋升为国子博士。 端拱元年春天，刚刚开始让学官讲学，李觉首先参与。宋太宗亲临国子监拜谒孔子结束，升起辇轿要从西门出去，回头看见有人在座位上讲学，左右侍臣说李觉正在聚集门徒讲授经书，皇上就找见李觉，让他对着皇上讲学。李觉说：“您高高在上，我怎么敢擅自升起座位和您平起平坐呢？”皇上就降下辇轿，让有司张开帟幕，设置别坐，让李觉讲《周易》的《泰卦》，随从的大臣都排列而坐。李觉就讲述天地互相影响、君臣彼此合适的要旨，皇上十分高兴，特意赏赐百匹布帛
中国的对外贸易外文翻译及原文
外文翻译 原文 Foreign T rade o f China Material Source:W anfang Database Author:Hitomi Iizaka 1.Introduction On December11,2001,China officially joined the World T rade Organization(WTO)and be c a me its143rd member.China’s presence in the worl d economy will continue to grow and deepen.The foreign trade sector plays an important andmultifaceted role in China’s economic development.At the same time, China’s expanded role in the world economy is beneficial t o all its trading partners. Regions that trade with China benefit from cheaper and mor e varieties of imported consumer goods,raw materials and intermediate products.China is also a large and growing export market.While the entry of any major trading nation in the global trading system can create a process of adjustment,the o u t c o me is fundamentally a win-win situation.In this p aper we would like t o provide a survey of the various institutions,laws and characteristics of China’s trade.Among some of the findings, we can highlight thefollowing: ?In2001,total trade to gross domestic pr oduct(GDP)ratio in China is44% ?In2001,47%of Chinese trade is processed trade1 ?In2001,51%of Chinese trade is conduct ed by foreign firms in China2 ?In2001,36%of Chinese exports originate from Gu an gdon g province ?In2001,39%of China’s exports go through Hong Kong to be re-exported elsewhere 2.Evolution of China’s Trade Regime Equally remarkable are the changes in the commodity composition of China’s exports and imports.Table2a shows China’s annu al export volumes of primary goods and manufactured goods over time.In1980,primary goods accounted for 50.3%of China’s exports and manufactured goods accounted for49.7%.Although the share of primary good declines slightly during the first half of1980’s,it remains at50.6%in1985.Since then,exports of manufactured goods have grown at a much
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惊梦·皂罗袍 【明】汤显祖 原来姹紫嫣红开遍， 似这般都付与断井颓垣， 良辰美景奈何天， 赏心乐事谁家院。 朝飞暮卷，云霞翠轩， 雨丝风片，烟波画船， 锦屏人忒看的这韶光贱。 背景介绍 汤显祖是中国明代末期戏曲剧作家、文学家。字义仍，号海若、清远道人，晚年号若土、茧翁，江西临川人。汤显祖在中国和世界文学史上有着重要的地位，《牡丹亭》是其代表作之一。《牡丹亭》又名《还魂记》，主要描写杜丽娘和柳梦梅的爱情故事，其中不少情节取自话本《杜丽娘慕色还魂》。《牡丹亭》、《邯郸记》、《南柯记》和《紫钗记》合称“玉茗堂四梦”，又名“临川四梦”。皂罗袍是昆曲曲牌名，是《牡丹亭》中的高潮，刻画了杜丽娘千回百转的心态变化。 原文翻译 园内繁花似锦，姹紫嫣红，原来这样迷人的春天，无人赏识，最终也只能和断井颓垣为伴。良辰美景，宝贵的时光该如何度过？赏心乐事，又究竟在谁家的院子里？天气变幻，景色优美；雕梁画栋，云霞灿烂绚丽。和煦的春风，伴着蒙蒙细雨，烟波浩渺的春水中飘荡着装饰精美的船舫。养在深闺的小姐不知道时光的可贵，太把美好的时光白白浪费了。 原文赏析 郁郁寡欢的杜丽娘来到了“姹紫嫣红开遍”的园子中，本应是乐事，却触景生情。想到这样美好的春光无人欣赏，正如自己的美好无人赏识一样，不由得悲从中来，发出“似这般都付与断井颓垣”的感慨。由物及人，以乐景衬哀情，一种自怜的情绪油然而生。紧接着的两句疑问，体现了“良辰美景”和“赏心乐事”的难得和矛盾。现在园内春光无限好，正是良辰美景，但是却没有赏心乐事。园生机勃勃的景象和杜丽娘内心的黯然形成了鲜明的对比，更加突出了杜丽娘此时内心的黯然神伤。两句春天景色的描写，将杜丽娘的情绪推上高潮，发出“锦屏人忒看的这韶光贱”的悲愤叹嗟。这里的“锦屏人”指的就是杜丽娘，体现她对自己辜负美好时光的，辜负美好青春的无限伤感，进而生出对走出园子，追求自己所想
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翻译文献：INVESTIGATION ON DYNAMIC PERFORMANCE OF SLIDE UNIT IN MODULAR MACHINE TOOL （对组合机床滑台动态性能的调查报告） 文献作者：Peter Dransfield, 出处：Peter Dransfield, Hydraulic Control System-Design and Analysis of TheirDynamics, Springer-Verlag, 1981 翻译页数：p139—144 英文译文： 对组合机床滑台动态性能的调查报告 【摘要】这一张纸处理调查利用有束缚力的曲线图和状态空间分析法对组合机床滑台的滑动影响和运动平稳性问题进行分析与研究，从而建立了滑台的液压驱动系统一自调背压调速系统的动态数学模型。通过计算机数字仿真系统，分析了滑台产生滑动影响和运动不平稳的原因及主要影响因素。从那些中可以得出那样的结论，如果能合理地设计液压缸和自调背压调压阀的结构尺寸. 本文中所使用的符号如下： s1-流源，即调速阀出口流量； S el—滑台滑动摩擦力 R一滑台等效粘性摩擦系数： I1—滑台与油缸的质量 12—自调背压阀阀心质量 C1、c2—油缸无杆腔及有杆腔的液容； C2—自调背压阀弹簧柔度； R1, R2自调背压阀阻尼孔液阻， R9—自调背压阀阀口液阻 S e2—自调背压阀弹簧的初始预紧力； I4, I5—管路的等效液感 C5、C6—管路的等效液容： R5, R7-管路的等效液阻； V3, V4—油缸无杆腔及有杆腔内容积； P3, P4—油缸无杆腔及有杆腔的压力 F—滑台承受负载， V—滑台运动速度。本文采用功率键合图和状态空间分折法建立系统的运动数学模型，滑台的动态特性可以能得到显著改善。
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.wendangku.net/doc/b77665891.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-