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《永遇乐·京口北固亭怀古》原文和译文(翻译)

《永遇乐·京口北固亭怀古》原文和译文(翻译)永遇乐·京口北固亭怀古①

千古江山，英雄无觅孙仲谋处②。舞榭歌台，风流总被雨打风吹去。斜阳草树，寻常巷陌，人道寄奴曾住③。想当年④，金戈铁马，气吞万里如虎。

元嘉草草⑤，封狼居胥，赢得仓皇北顾。四十三年⑥，望中犹记,烽火扬州路。可堪回首，佛狸祠下⑦，一片神鸦社鼓⑧！凭谁问:廉颇老矣，尚能饭否？⑨

［注释］

①、京口：江苏镇江市因临京岘山、长江口而得名。

②、孙仲谋：三国时的吴王孙权，字仲谋，曾建都京口。

③、寄奴：南朝宋武帝刘裕小名。

④、“想当年”三句：刘裕曾两次领晋军北伐，收复洛阳、长安等地。

⑤、“元嘉草草”句：元嘉是刘裕子刘义隆年号。草草：轻率。南朝宋（不是南宋）刘义隆好大喜功，仓促北伐，却反而让北魏主拓跋焘抓住机会，以骑兵集团南下.兵抵长江北岸而返，遭到对手的重创。

⑥、“四十三年”句：作者于宋高宗绍兴三十二年（1162）南归，到写该词时正好为四十三年。

⑦、佛狸祠：北魏太武帝拓跋焘小名佛狸。450年，他曾

反击刘宋，两个月的时间里，兵锋南下，五路远征军分道并进，从黄河北岸一路穿插到长江北岸。在长江北岸瓜步山建立行宫，即后来的佛狸祠。

⑧、神鸦：指在庙里吃祭品的乌鸦。社鼓：祭祀时的鼓声。到了南宋时期，当地老百姓只把佛狸当作一位神祗来奉祀供奉，而不知道他过去曾是一个皇帝的行宫。

⑨、廉颇：战国时赵国名将。《史记·廉颇蔺相如列传》记载，廉颇被免职后，跑到魏国，赵王想再用他，派人去看他的身体情况，廉颇之仇郭开贿赂使者，使者看到廉颇，廉颇为之一饭斗米，肉十斤，被甲上马，以示尚可用。赵使回来报告王说：“廉颇将军虽老，尚善饭，然与臣坐，顷之三遗矢（通假字，假字为：屎）矣”赵王以为老，遂不用。

译文

大好江山永久地存在着，（但是）无处去找孙权那样的英雄了。当年的歌舞楼台，繁华景象，英雄业迹都被历史的风雨吹打而随时光流逝了。（如今）夕阳照着那草木杂乱、偏僻荒凉的普通街巷，人们说这就是（当年）寄奴曾住过的地方。回想当时啊，刘裕率兵北伐，武器竖利，配备精良，气势好象猛虎一样，把盘踞中原的敌人一下子都赶回北方去了。

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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.wendangku.net/doc/1f13719203.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-