《季氏将伐颛臾》原文和译文(翻译)

《季氏将伐颛臾》原文和译文（翻译）

导读：《季氏将伐颛臾》原文和译文

原文：

季氏将伐颛臾。冉有、季路见于孔子，曰：“季氏将有事于颛臾。”孔子曰：“求！无乃尔是过与？夫颛臾，昔者先王以为东蒙主，且在邦域之中矣，是社稷之臣也。何以伐为？”冉有曰：“夫子欲之，吾二臣者皆不欲也。”孔子曰：“求！周任有言曰：‘陈力就列，不能者止。’危而不持，颠而不扶，则将焉用彼相矣？且尔言过矣。虎兕出于柙，龟玉毁于椟中，是谁之过与？”

冉有曰：“今夫颛臾，固而近于费。今不取，后世必为子孙忧。”孔子曰：“求！君子疾夫舍曰‘欲之’而必为之辞。丘也闻：有国有家者，不患寡而患不均，不患贫而患不安。盖均无贫，和无寡，安无倾。夫如是，故远人不服，则修文德以来之，既来之，则安之。今由与求也相夫子，远人不服而不能来也，邦分崩离析而不能守也，而谋动干戈于邦内。吾恐季孙之忧，不在颛臾，而在萧墙之内也。”

译文：

季氏将要攻打附庸国颇臾。冉有、子路两人参见孔子，说道：“季氏将对颛臾使用武力。”孔子说：“冉求！这难道不应该责备你吗？颇臾，先王曾经任命他主持东蒙山的祭祀，而且它处在我们鲁国的疆域之中，这正是跟鲁国共安危的藩属，为什么要去攻打它呢？”冉有说：“那个季孙要这么千，我们两人都不想呢。”孔子说：“冉求！贤人周任有句话说：‘能够施展自己的力量就任职；如果不行，就该

辞职。’比如瞎子遇到危险，不去扶持；将要摔倒了，不去搀扶，那又何必用助手呢？况且你的话错了。老虎犀牛从栅栏里逃了出来，龟壳美玉在匣子里毁坏了，这应责备谁呢？”

冉有说：“颛臾，城墙坚固，而且离季孙的采邑费地很近。现在不把它占领，日后一定会给子孙留下祸害。”孔子说：“冉求！君子讨厌那种避而不说自己贪心却一定另找藉口的态度。我听说过：无论是有国的诸侯或者有家（封地）的大夫，不必担心财富不多，只需担心财富不均；不必担心人民太少，只需担心不安定。若是财富平均，便没有贫穷；和平相处，便不会人少；安定，便不会倾危。做到这样，远方的人还不归服，便发扬文治教化招致他们。他们来了，就得使他们安心。如今仲由和冉求两人辅佐季孙，远方的人不归服，却不能用文治教化招致；国家支离破碎，却不能保全；反而想在国境以内使用武力。我恐怕季孙的忧愁不在颛臾，却在萧墙里面。”

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鱼我所欲也的课文以及翻译

鱼我所欲也的课文以及翻译 导语：《鱼我所欲也 》是孟子以他的性善论为依据，对人的生死观进行深入讨论的一篇代表作。 强调“正义”比“生命”更重要， 主张舍生取义。 孟子性善， 自认为“羞恶之心， 人皆有之”，人就应该保持善良的本性，加强平时的修养及教育，不做有悖礼仪 的事。孟子对这一思想，认为是中华民族传统道德修养的精华，影响深远的事。 以下是小编整理鱼我所欲也的课文 以及翻译，以供参考。 作品原文 鱼，我所欲也；熊掌，亦（1）我所欲（2）也。二者不可得兼（3），舍（4） 鱼而取（5）熊掌者也。生，亦我所欲也；义，亦我所欲也。二者不可得兼，舍 生而取义者也。生亦我所欲，所欲有甚（6）于（7）生者，故（8）不为苟得（9） 也；死亦我所恶（10），所恶有甚于死者，故患（11）有所不辟（12）也。如使 （13）人之（14）所欲莫（15）甚于生，则（16）凡（17）可以得生（18）者何 不用也（19）？使人之所恶莫甚于死者，则凡可以避患者何不为（20）也？由是 则生而（21）有不用也，由是则可以避患而有不为也。是故（22）所欲有甚于生 者，所恶有甚于死者。非独（23）贤者（24）有是（25）心（26）也，人皆有之， 贤者能勿丧（27）耳。 一箪（28）食，一豆（29）羹，得之则（30）生，弗（31）得（32）则死。 呼尔（33）而与之（34），行道之人（35）弗受；蹴（36）尔而（37）与之，乞 人不屑（38）也。万钟（39）则不辩礼义而受之，万钟于我何加（40）焉！为宫 室（41）之美，妻妾之奉（42），所识穷乏者（43）得我（44）与（45）？乡（46） 为身死而不受， 今为宫室之美为之； 乡为身死而不受， 今为妻妾之奉为之； 乡 （47） 为身死而不受，今为所识穷乏者得我而为之：是亦不可以已（48）乎？此之谓失 其本心（49）。[1] 注释译文 字词注释 （1）亦：也。 （2）欲：喜爱。

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/4811535375.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-