【正文】 就可以根據(jù)地震作用的方式不同，采 用不同的組合方式，對于平面振動的多質(zhì)點(diǎn)彈性體系，可以用 SRSS法，它是假定輸入地震為平穩(wěn)隨機(jī)過程，每個振型反應(yīng)之間相互獨(dú)立而推導(dǎo)得到的；對于考慮平 —扭耦連的多質(zhì)點(diǎn)彈性體系，采用 CQC法，它與 SRSS法的主要區(qū)別在于：平面振動時假定各振型相互獨(dú)立，各振型的隨著頻率的增高而降低；而平 —扭耦連 ,各振型頻率間距很小，相鄰較高振型的頻率非常接近 ,就要考慮不同振型間的相關(guān)性，還有扭轉(zhuǎn)分量的影響 ,不一定隨著頻率增高而降低，有時較高振型的影響可能大于較低振型的影響，相比 SRSS要考慮更多得振型的影響。其考慮了結(jié)構(gòu)的動力特性，到現(xiàn)在為止仍中國石油大學(xué)（華東）本科畢業(yè)設(shè)計（論文） 18 然是各國規(guī)范設(shè)計的取值基礎(chǔ)。它沒有考慮結(jié)構(gòu)的動力特性 和場地不同對建筑結(jié)構(gòu)的影響。結(jié)構(gòu)延性保障條件是構(gòu)件的延性，通過有效合理的連接，結(jié)構(gòu) 體系選擇合理，剛度分布合理的條件下就能基本保證結(jié)構(gòu)的延性。 The third function is the stipulation function that carries to the beam lengthways reinforcing bar, prevent forming lengthways reinforcing bar lose steady, this has something to do with the special material of the reinforcing bar. 中國石油大學(xué)（華東）本科畢業(yè)設(shè)計（論文） 17 框架 結(jié)構(gòu) 的 抗震設(shè)計思路 【 摘 要 】 目前，世界各國的抗震規(guī)范都采用這種思路：按可遇地震 的強(qiáng)弱劃分地震分區(qū)；根據(jù)各地區(qū)的歷史發(fā)生地震的統(tǒng)計或?qū)Φ刭|(zhì)構(gòu)造的考察得出設(shè)防水準(zhǔn)地面的運(yùn)動峰值加速度；再利用加速度反應(yīng)譜給出不同周期下結(jié)構(gòu)的反應(yīng)加速度；通過地震力調(diào)整系數(shù) R 得到設(shè)計加速度水準(zhǔn)。 The second function controls concrete, this to guarantee the structure ductility contain count for much function, can also say literally here the obstacle that once high and strong concrete meet when used for anti earthquake, this is related with the material of the high and strong concrete first, strength more high concrete more frailty, its should attain in the dint contingency relation biggest press should the contingency of the dint is smaller, this makes the design bee the ductility member a difficulty with 中國石油大學(xué)（華東）本科畢業(yè)設(shè)計（論文） 16 very great formation, is more high because of the strength of the concrete in the meantime, the stirrup rises the effect of the stipulation more bad, also can39。 The harm that crosses the emergence of the fracture, fissure to the concrete is more serious。 Growth of the structure not flexible characteristic cause the influence etc. that the structure motive characteristic variety bring. According to the request of the ability design, the plastic hinge that shears the dint wall appears generally in the bottom of the wall limb. The joining beam shear the loading dint and ductility that the loading dint and ductility and entrance to cave of the dint wall connect beam contain very great relation, designing generally and possibly weak connect beam, the leading that has intention to know connects beam at earthquake accept defeat first, then is the bottom wall to accept defeat, also be anticipate the area of plastic hinge to accept defeat. Avoided appearing to shear reason of slice the breakage early easy, be because of shearing to slice to break to belong to the brittleness breakage, disadvantage in promise the ductility of the structure, promise of way be according to the dissimilarity of the anti earthquake grade to all beams, pillars, wall etc. the adoption is opposite to bend in the anti of different super go together with coefficient. The basic request that the anti earthquake anti shear is before the beam carry plastic hinge that big epicenter need turn to move and don39。 Before accept defeat of the not flexible characteristic may make the post bending moment physically big get in the flexibility analysis of bending moment 。t need to be carry on to go together with hoop plicatedly at this time, because of adopt such coefficient can promise a swing joint very explicit. But is exactly because this kind of design method pursues the ideal beam swing joint anization to cause the first floor post pare weaker, the possibility for throng will be a swing joint, the plasticity that correspond and then have to adopt the structure measure to promise this part transforms function. In the meantime, such as if the first floor the influence of the swing joint upon the structure will pare greatly, once pressing and mating because structural whole tumble down, this has to be given guarantee up from the structure, increasing a structure of difficulty. Another project includes total body, Chinese etc. i n the United States, Europe, this kind of project leading structure pillar swing joint the night appears in the beam swing joint, unlimited make the emergence of the swing joint in the meantime, but request structure and do not bee the layer side to move structure, at this time to post of super go together with coefficient to pare with to request New Zealand of want to be small, goes together with the project that the stirrup takes in to control to the post adoption in the meantime. BE super to go together with coefficient to really settle problem parison plications to the post adoption in fact: The beam carries the super influence for go together with for construct。 The plasticity of the beam swing joint anization formation transform more stable. There are also two kinds of different design methods while admit the premise of have the initiative the for mation beam swing joint, a kind of from is a representative New Zealand of, incline toward the formation ideal beam swing joint anization, be promise the beam carries to appear the 中國石油大學(xué)（華東）本科畢業(yè)設(shè)計（論文） 12 plasticity swing, but in addition to first floor, the post all doesn39。t need to exist certain potential safety hazard to suffer from. See again other national earthquake dint adjustment coefficient R to choose to use, in order to have kept concrete understanding of view: 中國石油大學(xué)（華東）本科畢業(yè)設(shè)計（論文） 10 The earthquake dint adjustment coefficient of all countries norm provision European mon body EC8 New Zealand NZS3101 American UBC1997 Chinese GB50011 2021 The DCL low ductility The flexibility responds structure General frame 1/ ≈s In the DCM ductility Limited ductility structure Medium frame The DCH high ductility Ductility structure Special frame 3． Ability Design Method Top a part emphasized to discuss the design earthquake dint to take the problem of the value, but wanted to promise structure under the big earthquake of function, also need to establish the valid anti ea