宗炳《画山水序》(附译文)

宗炳《画山水序》(附译文)
宗炳《画山水序》(附译文)

宗炳《画山水序》(附译文)

圣人含道暎物,贤者澄怀味像。至于山水,质有而灵趣,是以轩辕、尧、孔、广成、大隗、许由、孤竹之流,必有崆峒、具茨、藐姑、箕、首、大蒙之游焉。又称仁智之乐焉。夫圣人以神法道,而贤者通;山水以形媚道,而仁者乐。不亦几乎?

余眷恋庐、衡,契阔荆、巫,不知老之将至。愧不能凝气怡身,伤砧石门之流,于是画象布色,构兹云岭。

夫理绝于中古之上者,可意求于千载之下。旨微于言象之外者,可心取于书策之内。况乎身所盘桓,目所绸缭。以形写形,以色貌色也。

且夫昆仑山之大,瞳子之小,迫目以寸,则其形莫睹,迥以数里,则可围于寸眸。诚由去之稍阔,则其见弥小。今张绢素以远暎,则昆、阆之形,可围于方寸之内。竖划三寸,当千仞之高;横墨数尺,体百里之迥。是以观画图者,徒患类之不巧,不以制小而累其似,此自然之势。如是,则嵩、华之秀,玄牝之灵,皆可得之于一图矣。

夫以应目会心为理者,类之成巧,则目亦同应,心亦俱会。应会感神,神超理得。虽复虚求幽岩。城能妙写,亦城尽矣。

于是闲居理气,拂觞鸣琴,披图幽对,坐究四荒,不违天励之藂,独应无人之野。峰岫峣嶷,云林森眇。

圣贤暎于绝代,万趣融其神思。余复何为哉,畅神而已。神之所畅,熟有先焉。

译文

道内含于圣人生命体中而映于物,贤者澄清其怀抱,使胸无杂念以品味由道所显现之物象。至于山水,其形质存在,必能从中发现道之所在。所以轩辕、唐尧、孔子(疑为“舜”)、广成子、大隗氏、许由、伯夷、叔齐这些圣贤仙道,必定有崆峒、具茨、藐姑、箕山、首阳、大蒙(等名山)的游览活动。这又叫“仁者乐山,智者乐水”。

圣人以自己的聪明才智总结发现了“道”,贤者则澄清怀抱品味这由道所显现之像而通于道。山水又以其形质之美,更好、更集中地体现“道”,使仁者游山水得道而乐之。事实不就是这样吗?

我眷恋庐山和衡山,又对久别的荆山和巫山十分怀念。不知不觉中,便迫近了老年。愧不能象神仙家那样凝气怡身。身体多病,艰于行路,但我仍坚持游览于石门等地,真是知其不可而为之啊!于是画像布色,创作此云岭。

古圣人的学说虽然隐没于中古之上,距今已千载了,我们仍然可以通过心意去探索到;古圣人的思想意旨,虽然很奥妙,又隐微难见于物像之外,我们仍然可以通过用心研究书策而了解到。况且是亲身盘桓于山水之中,又是反复地观览,以山水的本来之形,画作画面上的山水之形;以山水的本来之色,画成画面上的本来之色呢?

但昆仑山那么大,眼睛那么小,如果眼睛迫于昆仑山很近很近,那么昆仑山的形状,就不得而见。如果远离数里,整个山的形状,便会整个落入眼底。实在是因距离山水愈远,则所见之形愈小,山水之景也就尽为眼睛所收了。现在我们展开绢素,让远处的山景落到上面来,那么,昆仑山阆风巅之形,也可以在方寸之大的绢素之上得到表现。只要竖画三寸,就可以表达千仞之高;用墨横画数尺,就可以体现出百里之远。所以观看所画的山水图画,就怕画上的山水形象不理想,不会因为其形制之小而影响其气势之似。这是自然之势如此。所以,嵩山和华山之秀,天地间自然之灵,都完全可以在一幅图画中得以表现出来。

我们通过眼睛去摄取山水之形象之神灵,心中有所会悟,这就得到了“理”。所以,如果画得很巧妙、很高明,则观画者和做画者在画面上看到的和想到的,也会相同。眼所看到的和心所悟到的,都通感于由山水所显现之神。做画者和观画者的精神可得超脱于沉浊之外,“理”也便随之而得了。即使再去认真地游览真山水,也不比观览画中的山水强啊!又山水之神本来是无具体形状的,所以无从把握,但神却寄托于形之中,而感通于绘画之上,“理”也就进入了山水画作品之中了。确能巧妙地画出来,也确能穷尽山水之神灵以及和神灵相通的“道”。

于是闲居理气,饮者酒,弹着琴(排除一切庸俗的干扰),展开图卷,幽雅相对,坐在那里穷究画面上的四方远景,可观看到天际荒远之丛林,亦可看到杳无人烟之野景。既有悬崖峭壁,又有云林森眇。

尽管美圣贤的思想照耀荒远的年代,但我们观看画中的山水的无穷景致,其中的灵气和人的精神相融洽,引发人以无限感受、向往和思索(对深奥的古圣人之道也就理解了)。我还要干什么呢?使精神愉快罢了,使精神愉快,还有什么能比山水画更强呢?

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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/7419015944.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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