土木工程外文翻譯---抗震鋼筋混凝土結(jié)構(gòu)設(shè)計(jì)原則(更新版)

　　

【正文】 n other countries three causes will be discussed briefly in the paragraphs to follow. Configuration Seismic resistance should be initiated at the architectural design the general configuration chosen by the architect is wrong,it is very difficult and expensive for the structural engineer to make the building seismic a general principle the floor plan should be as symmetrical as length of wings(T,L,.cross shaped buildings)causing reentrant corners should not be the length of the wings is not short,then these should be separated from the main building by an expansion about the elevational axis is not as significant as the plan ,abrupt changes in building plan along the height of the building are not desirable from the seismic resistance point of are mon vertical irregularities in building cause discontinuities and abrupt changes in strength and seriousness of the setback effect depends on the relative proportions and absolute size of separate parts of the building. In general the designer should try to make changes in strength and stiffness along the building height as small as possible. As far as the structural system is concerned,one can set out some basic rules for better seismic setting out these rules,it would be appropriate to remind the engineers that nonstructural infill walls will influence the frame behaviour significantly unless separated from the frame. Sudden changes in stiffness along the height of the building should be the stiffness of one storey is significantly smaller than the others(soft storey),premature failure can occur due to excessive lateral displacement at this floor shown in Figure 2,changes in the storey stiffness can be caused not only by structural elements,but also by nonstructural elements such as infill walls. Two adjacent buildings should be separated from each other by an adequate distance in order to avoid the damage caused by pounding or reciprocal hammering of the buildings. The vertical load carrying elements in a floor should be so proportioned and arranged that the center of mass and center of resistance should nearly these two centers are away from each other,the resulting eccentricity can cause severe floor torsion,increasing the shear forces at the boundary elements is not only created by structural elements(Figure 3b)but can also be created by infill walls unless separated from the frame,Figure 3a. The maximum shear force which be acting on a column can be found by adding the moment capacities(ultimate moments)at each end of the column and dividing by the column length Figure simply means that,if the length of the column is/5,then the column will carry five times as much this reason,short columns should be avoided whenever it is possible,because of the Figure of shear illustrated in Figure 4,short columns are created by either structural or nonstructural (infill)elements. Structures with flexible floor members(flat plates or joist system with shallow beams)should either have rigid columns or shear walls(or crossbracing)to prevent excessive the vertical load carrying members are not rigid enough,very high second order moments can result as shown in Figure 1967 Adapazari and 1985 Mexico earthquakes numerous failures have been observed in buildings with flexible floors and slender columns. For a more detail discussion on configuration,the reader is directed to Reference 2. and Detailing The dimensions of structural members not only influence the strength,but also the overall stiffnes of the the light of experience gained from the past earthquakes,the author believes that the ratio of the sum of the crosssectional areas of vertical load carrying members to the floor area is an important parameter in seismic ratio will be called theDensity Ratio.The author has studied the variation of this ratio in the monumental historical buildings in Istanbul,which have withstood several severe earthquakes during the past was found out that this ratio varied between and an example,the floor plan of the S252。 在本論文的第二部份中，作者觀察過去地震中所造成的破壞并概述了自己的看法。據(jù)估計(jì)全世界每年平均有 15000 個(gè)人在地震中喪身。 本論文的主要目的是為鋼筋混凝土結(jié)構(gòu)的抗震提供一些基本原則。鋼筋的屈服使得構(gòu)件在關(guān)鍵部位產(chǎn)生塑性鉸。 延性要求 一般來說把鋼筋混凝土結(jié)構(gòu)設(shè)計(jì)成在大多數(shù)地震中是處于彈性狀態(tài)的，是不經(jīng)濟(jì)的。然而，抗震設(shè)計(jì)中的側(cè)移限值比實(shí)用性要求更重要。 3 從過去地震學(xué)習(xí)到的經(jīng)驗(yàn)教訓(xùn) 對(duì)過去地震的分析和實(shí)驗(yàn)研究所獲得的經(jīng)驗(yàn)使我們關(guān)于抗震設(shè)計(jì)的知識(shí)不斷得到發(fā)展。 建筑物外形 建筑物的抗震設(shè)計(jì)應(yīng)該在建筑設(shè)計(jì)階段就開始。建筑外形的突變引起強(qiáng)度和剛度的不連續(xù)和突然變化。 柱子的最大剪力值可以用柱子兩端施加的彎矩容許值 (極限彎矩 )的和除以層高取得圖 4。鑒于從過去地震得到的經(jīng)驗(yàn)，作者認(rèn)為承受豎向荷載的構(gòu)件的截面積和與樓板面積的比值是衡量抗震性能的一個(gè)重要的參數(shù)。leymaniye 中的密度比大約是 對(duì)土耳其的抗震設(shè)防地區(qū)建造的現(xiàn)代 混凝土建筑物的調(diào)查研究，顯示平均密度比少于 。細(xì)節(jié)設(shè)計(jì)的基本原則是在緊要部位和結(jié)合處提供必需的強(qiáng)度和延性。大部份的發(fā)展中國家強(qiáng)調(diào)設(shè)計(jì)階段，質(zhì)量控制，監(jiān)督通常是被看不起，而且被工程師忽略。 各因素的概括 在說設(shè)計(jì)規(guī)則之前，有必要先陳述一些有關(guān)地震作用和鋼筋混凝土結(jié)構(gòu)抗震的實(shí)際情況。分析僅針對(duì)這個(gè)模型而不針對(duì)真正的建筑物。 簡(jiǎn)單的方法 結(jié)構(gòu)的抗震力可以通過以下簡(jiǎn)單的步驟得到： （靜力或動(dòng)力） ，根據(jù)設(shè)計(jì)圖紙進(jìn)行施工 作者認(rèn)為對(duì)于一般的住宅或是十層的建筑物來說，可以通過以下簡(jiǎn)單的規(guī)則來獲得較大的抗震力。如果這些簡(jiǎn)單的規(guī)則能夠遵循，一些要求能夠滿足的話，對(duì)于大多數(shù)具體的建筑來說，即使在沒有進(jìn)行側(cè)移分析的情況下，也能得到充分的抗