“耿定向,字在伦,黄安人”原文及译文解析原文及翻译

“耿定向,字在伦,黄安人”原文及译文解析

原文及翻译

耿定向,字在伦,黄安人。嘉靖三十五年进士。除行人,擢御史。严嵩父子窃政,吏部尚书吴鹏附之。定向疏鹏六罪,因言鹏婿学士董份总裁会试,私鹏子绍,宜并斥。嵩为营护事竟寝出按甘肃举劾无所私去任行笥一肩有以石经馈者留境上而去还督南京学政。

隆庆初,擢大理右寺丞。高拱执政,定向尝讥其褊浅无大臣度,拱嗛之。及拱掌吏部,以考察谪定向横州判官。拱罢,量移衡州推官。

万历中,累官右副都御史。吏部侍郎陆光祖为御史周之翰所劾,光祖已留,定向复颂光祖贤,诋之翰。给事中李以谦言定向挤言官,定向求去,帝不问。历刑部左、右侍郎,擢南京右都御史。御史王藩臣劾应天巡抚周继,疏发逾月不以白定向。定向怒,守故事力争,自劾求罢,且诋藩臣论劾失当。因言故江西巡抚陈有年、四川巡抚徐元泰皆贤,为御史方万山、王麟趾劾罢,今宜召用,而量罚藩臣。藩臣坐停俸二月。于是给事中许弘纲、观政进士薛敷教、南京御史黄仁荣及麟趾连章劾定向。执政方恶言者,勒敷教还籍省过,麟趾、仁荣亦停俸。时已除定向户部尚书督仓场,定向因力辞求退。章屡上,乃许。卒,年七十三。赠太子少保,谥恭简。

定向初立朝有时望。后历徐阶、张居正、申时行、王锡爵四辅,皆能无龃龉。至居正夺情,寓书友人誉为伊尹而贬言者,时议訾之。其

学本王守仁。尝招晋江李贽于黄安,后渐恶之,贽亦屡短定向。士大夫好禅者往往从贽游。贽小有才,机辨,定向不能胜也。

(选自《明史》卷二百二十一,有删改)

4．对下列画线词的理解,不正确的一项是

A.拱嗛之嗛:怨恨

B.而量罚藩臣量:衡量

C.其学本王守仁本:本来

D.士大夫好禅者往往从贽游游:交游

5．下列对文中加粗部分的断句,正确的一项是

A.嵩为营护事/竟寝出/按甘肃/举劾无所私/去任/行笥一肩/有以石经馈者/留境上而去/还督南京学政

B.嵩为营护事/竟寝出按甘肃/举劾无所私/去任/行笥一肩/有以石经/馈者留境上而去/还督南京学政

C.嵩为营护/事竟寝/出按甘肃/举劾无所私/去任/行笥一肩/有以石经馈者/留境上而去/还督南京学政

D.嵩为营护/事竟寝/出按甘肃/举劾无所私/去任行笥/一肩有以石经/馈者留境上而去/还督南京学政

6．下列对原文有关内容的概括和分析,不正确的一项是

A.耿定向不畏权贵。严嵩父子专权时,他上奏章弹劾依附严嵩父子的吏部尚书吴鹏的六大罪状,并弹劾吴鹏女婿学士董份在总裁会试时徇私。

B.耿定向仕途起伏。隆庆初年,他被提拔为大理右寺丞,后又因曾

讥讽掌权的高拱狭隘浅薄没有大臣气度而被贬为衡州推官。

C.耿定向爱憎分明。他在担任右副都御史时,吏部侍郎陆光祖被御史周之翰弹劾,而耿定向却赞颂陆光祖贤能,指责周之翰。

D.耿定向有声望,但也受到一些非议。他经历四任首辅,能做到与他们意见相合;他给友人写信赞誉张居正而贬斥言官,受到舆论的非议。

7．把文中画横线的句子翻译成现代汉语。

(1)定向怒,守故事力争,自劾求罢,且诋藩臣论劾失当。

(2)尝招晋江李贽于黄安,后渐恶之,贽亦屡短定向。

【答案】

４．C 【解析】本题考查理解常见文言实词在文中的含义的能力。本：源自。

５．C 【解析】本题考查文言断句的能力。通读句子及上下文内容可知，“留境上而去”的主语应是“耿定向”而不是“馈者”，据此排除B项和D项，“寝”的主语是“事”，据此排除A项，答案为C项。

６．B 【解析】本题考查理解文章内容的能力。“被贬为衡州推官”错误，应该是“被贬为横州判官”。

７．⑴耿定向十分生气，严守旧的制度据理力争，弹劾自己请求罢免，且指责王藩臣议论弹劾不恰当。（关键词“故事”“自劾”“诋”各1分，句子大意2分）

⑵曾经招募晋江李贽到黄安，后来渐渐厌恶李贽，李贽也多次诋

毁耿定向。（关键词“于”“恶”“短”各1分，句子大意1分）【参考译文】

耿定向,字在伦,黄安人。他是嘉靖三十五年的进士。受任行人之职,又被提拔为御史。严嵩父子窃取了国家政权,吏部尚书吴鹏依附他们。耿定向上奏章弹劾吴鹏的六大罪状,趁机谈到吴鹏女婿学士董份在总裁会试时偏私吴鹏的儿子吴绍,应该一起贬斥。严嵩竭力袒护吴鹏,这件事最终不了了之。出京任甘肃按察史,推举和弹劾他人都不是出于私心。离任时,只在肩上背着一个箱笼,有人赠给他一部石经,他将石经留在境上便离开了。回京后担任南京学政。

隆庆初年,被提拔为大理右寺丞。高拱掌权,耿定向曾经讥讽他狭隘浅薄没有大臣的气度,高拱怨恨他。等到高拱执掌吏部,借考察的名义将耿定向贬谪为横州判官。高拱被罢免后,耿定向受恩赦改任衡州推官。

万历年间,不断升迁担任右副都御史。吏部侍郎陆光祖被御史周之翰弹劾,陆光祖留任之后,耿定向又赞颂陆光祖贤能,指责周之翰。给事中李以谦弹劾耿定向排挤言官,耿定向请求离任,皇帝没有过问这件事。历任刑部左、右侍郎,被提拔为南京右都御史。御史王藩臣弹劾应天巡抚周继,奏章发出过了一个月也没有把这件事告诉耿定向。耿定向十分生气,严守旧的制度据理力争,弹劾自己请求被罢免,且指责王藩臣议论弹劾不恰当。趁机说以前的江西巡抚陈有年、四川巡抚徐元泰都是贤者,被御史方万山、王麟趾弹劾罢免,现在应该召还任用,也要酌情处罚王藩臣。王藩臣因此被罚停俸两个月。因此给事中许弘纲、

观政进士薛敷教、南京御史黄仁荣和王麟趾联名上奏章弹劾耿定向。当时的执政者正对言官没有好感,勒令薛敷教回到原籍反思自己的过失,王麟趾、黄仁荣也受到停俸的处罚。当时已经授予耿定向户部尚书的官职让他负责管理全国的粮仓,耿定向于是竭力推辞请求退休。奏章不断呈上,皇帝才答应了他。死的时候,七十三岁。被追赠为太子少保,谥号为恭简。

耿定向在朝廷刚刚建立时很有声望。后来经历了徐阶、张居正、申时行、王锡爵四任首辅,都能做到意见相合。等到张居正守丧期末满而被强行任职,耿定向给友人写信赞誉张居正为商汤时的伊尹而贬斥那些言官,当时的舆论都非议他。他的学问师承王守仁。曾经招募晋江李贽到黄安,后来渐渐厌恶李贽,李贽也多次诋毁耿定向。那些喜欢理禅的士大夫往往与李贽交往。李贽小有才气,机智善辩,耿定向不能超过他。

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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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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/5c10095179.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-