《史记·滑稽列传东方朔传》阅读试题答案及翻译译文

《史记·滑稽列传东方朔传》阅读试题答案及翻译译文
《史记·滑稽列传东方朔传》阅读试题答案及翻译译文

《史记·滑稽列传|东方朔传》阅读试题

答案及翻译译文

《史记·滑稽列传|东方朔传》阅读试题答案及翻译译文武帝时,齐人有东方生名朔,爱经术,多所博观外

家之语。朔初入长安,至公车上书,凡用三千奏牍,人

主读之二月乃尽。诏拜以为郎,常在侧侍中,数召至前

谈语,人主未尝不说也。时诏赐之食于前,饭已,尽怀

其余肉持去,衣尽污。数赐缣帛,徒用所赐钱帛,取少

妇于长安中好女。率取妇一岁所者即弃去,更取妇。所

赐钱财尽索之于女子。人主左右诸郎半呼之“狂人”。

人主闻之,曰:“令朔在事无为是行者,若等安能及之哉!”

时会聚宫下博士诸先生与论议,共难之曰:“苏秦、张仪一当万乘之主,而都卿相之位,泽及后世。今子大

夫自以为海内无双,博闻辩智,然悉力尽忠以事圣帝数

十年,官不过侍郎,位不过执戟,其故何也?”东方生曰:“夫张仪、苏秦之时,周室大坏,诸侯不朝,相禽

以兵,并为十二国,未有雌雄,得士者强,失士者亡。

今非然也,圣帝在上,德流天下,诸侯宾服,威振四夷,连四海之外以为席,安于覆盂,动发举事,犹如运之掌中。贤与不肖,何以异哉?方今以天下之大,士民之众,竭精驰说,并进辐凑者,不可胜数。使张仪、苏秦与仆

并生于今之世,曾不能得掌故,安敢望侍郎乎?”于是

诸先生默然无以应也。

建章宫后阁重栎①中有物出焉,其状似麋。以闻,

武帝往临视之。问左右群臣习事通经术者,莫能知。诏

东方朔视之,朔曰:“臣知之,愿赐美酒粱饭大飧臣,

臣乃言。”又曰:“某所有公田鱼池蒲苇数顷,陛下以

赐臣,臣朔乃言。”诏曰:“可。”朔乃曰:“所谓驺

牙者也,远方当来归义,而驺牙先见。其齿前后若一,

齐等无牙,故谓之驺牙。”其后一岁所,匈奴混邪王果

将十万众来降汉。

至老,朔且死时,谏曰:“诗云营营青蝇止于蕃恺

悌君子无信谗言谗言罔极交乱四国愿陛下远巧佞退谗言。”帝曰:“今顾东方朔多善言?”怪之。居无几何,朔果病死。传曰:“鸟之将死,其鸣也哀;人之将死,

其言也善。”此之谓也。

(节选自《史记·滑稽列传》)

【注】①栎:栏杆之类。

8.下列句子中加点词的解释,不正确的一项是()

A.取少妇于长安中好女取:选择,选拔

B.时会聚宫下博士诸先生与论议,共难之曰难:诘问,责难

C.愿赐美酒粱饭大飧臣,臣乃言飧:晚餐,用作动

词,宴请

D.匈奴混邪王果将十万众来降汉将:率领,领兵

9.下列各组句子中,加点词的意义和用法相同的一

组是()

A.诏拜以为郎,常在侧侍中夫夷以近,则游者众

B.时诏赐之食于前臣恐见欺于王而负赵

C.陛下以赐臣,臣朔乃言精思傅会,十年乃成

D.至老,朔且死时臣死且不避

10.下列对原文有关内容的分析和概括,不正确的一项是()

A.东方朔爱好经术,博览群书,初到长安时,他上书给皇帝,共用了三千个木简,武帝读了两个月才读完。 B.东方朔经常在皇上身边陪侍,多次和武帝谈话,武帝对东方朔的文辞、口才很满意,而对他的治世能力

并不赏识。

C.学宫里的博士先生参与议事,东方朔与他们论辩时认为,自己官职不显赫,并非不贤能,而是此一时彼

一时、时势造英雄。

D.建章宫后阁的栏杆里,出现一只怪兽,状似麋鹿,东方朔认为此物叫“驺牙”,这是远方将有人来归降的

吉兆,后来他的话果然应验了。

11.把文言文阅读材料中画横线的句子翻译成现代

汉语。(10分)

(1)使张仪、苏秦与仆并生于今之世,曾不能得掌故,安敢望侍郎乎?

(2)以闻,武帝往临视之。问左右群臣习事通经术者,莫能知。

8.答案:A(通“娶”)

9.答案:C才(A.介词,把、用/连词,表并列;B.介词,在/介词,表被动;A.副词,将要D.副词,

将要/连词,尚且)

10.答案:B(从武帝的“令朔在事无为是行者,若等安能及之哉!”这句话可以看出,武帝对东方朔的治世

能力是肯定的)

11.答案:

(1)假使张仪、苏秦和我同生在当今时代,他们连一个掌故(掌管旧制旧例等故事)的小官都得不到,怎么敢期望做侍郎呢?

(使,假使,1分;曾……不,连……都不,1分;望,期望,1分;大意2分,共5分。)

(2)把这件事让汉武帝听到了,武帝亲自到那里观看。问身边熟悉事物而又通晓经学的群臣,没有一个人能知

道它是什么动物。

【参考译文】

汉武帝时,齐地有个人叫东方朔,爱好儒家经术,广泛地阅览了诸子百家的书。东方朔刚到长安时,到公车府那里上书给皇帝,共用了三千个木简。武帝读了两个月才读完。武帝下令任命东方朔为郎官,他经常在皇上身边侍奉,屡次叫他到跟前谈话,武帝从未有过不高兴的。武帝时常下诏赐他御前用饭,饭后,他便把剩下的肉全都揣在怀里带走,把衣服都弄脏了。皇上屡次赐给他绸绢,他专用这些赐来的钱财绸绢,娶长安城中年轻漂亮的女子为妻。大多娶过来一年光景便抛弃了,再娶一个。皇上所赏赐的钱财完全用在女人身上。皇上身边的侍臣有半数称他为“疯子”。武帝听到了说:“假如东方朔当官行事没有这些荒唐行为,你们哪能比得上他呢?”

当时正值朝廷召集学宫里的博士先生们参与议事,大家一同诘难东方朔说:“苏秦、张仪偶然遇到大国的君主,就能居于卿相的地位,恩泽留传后世。现在您老先生自以为天下无双,见多识广、聪敏才辩,可是您竭尽全力、忠心耿耿地事奉圣明的皇帝,旷日持久,长达数十年,官衔不过是个侍郎,职位不过是个卫士,这是什么原因呢?”东方朔说:“张仪、苏秦的时代,周朝十分衰败,诸侯都不去朝见周天子,用军事手段相互侵犯,天下兼并为十二个诸侯国,势力不相上下,得到士

人的就强大,失掉士人的就灭亡。如今不是这样。圣明的皇帝在上执掌朝政,恩泽遍及天下,诸侯归顺服从,威势震慑四方,将四海之外的疆土连接成像坐席那样的一片乐土,比倒放的盘盂还要安稳,凡有所举动,都如同在手掌中转动一下那样轻而易举。贤与不贤,凭什么来辨别呢?当今因天下广大,士民众多,竭尽精力,奔走游说,就如辐条凑集到车毂一样,竞相集中到京城里向朝庭献计献策的人,数也数不清。假使张仪、苏秦和我同生在当今时代,他们连一个掌故(掌管旧制旧例等故事)的小官都得不到,怎么敢期望做侍郎呢?

建章宫后阁的双重栏杆中,有一只动物跑出来,它的形状像麋鹿。消息传到宫中,武帝亲自到那里观看。问身边群臣中熟悉事物而又通晓经学的人,没有一个人能知道它是什么动物。下诏叫东方朔来看。东方朔说:“我知道这个东西,请赐给我美酒好饭让我饱餐一顿,我才说。”东方朔又说:“某处有公田、鱼池和苇塘好几顷,陛下赏赐给我,我才说。”武帝说:“可以。”于是东方朔说道:“这是叫驺牙的动物。远方当有前来投诚的事,因而驺牙便先出现。它的牙齿前后一样,大小相等而没有大牙,所以叫它驺牙。”后来过了一年左右,匈奴混邪王果然带领十万人来归降汉朝。

到了晚年。东方朔临终时,规劝武帝说:“《诗经》

上说‘飞来飞去的苍蝇,落在篱笆上面。慈祥善良的君子,不要听信谗言。’‘谗言没有止境,四方邻国不得

安宁。’希望陛下远离巧言谄媚的人,斥退他们的谗言。”武帝说:“如今回过头来看东方朔,仅仅是善于

言谈吗?”对此感到惊奇。过了不久,东方朔果然病死了。古书上说:“鸟到临死时,它的叫声特别悲哀;人

到临终时,它的言语非常善良。”说的就是这个意思吧。

完整word版2000 2015年专八翻译真题与答案

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ASP外文翻译原文

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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

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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.360docs.net/doc/35894403.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-

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