外文翻譯---使用高級分析法的鋼框架創(chuàng)新設計-其他專業(yè)-文庫吧
2024-12-30 09:20 本頁面
【正文】 的種類屬于非線性和非垂直的。明確建模和等效名義載荷被研究人員用來證明幾何缺陷。在這一章節(jié)中，發(fā)展了基于進一步減小構件切線剛度的新方法。這種方法提供了一 種簡易的途徑用來證明沒有輸入名義載荷或明確幾何缺陷的不完善的影響。 本節(jié)中描述的 高級 實用性分析方法僅限于受靜載的兩維支撐，無支撐，和半剛架。不考慮結構的空間狀態(tài)，并且假定有足夠的側向支撐防止側扭屈曲。假設 W 節(jié)就是這樣的節(jié)可以在無局部屈曲情況下發(fā)揮全塑性時刻能力。強軸和弱軸彎曲寬凸緣部分的研究都采用 高級 實用性分析方法。該方法可被視為介于現(xiàn)在廣泛使用的常規(guī)荷載抗力系數(shù)方法和像在未來實際應用中塑性區(qū)的制定方法等的更嚴謹?shù)?高級 分析 /設計方法之間的一個臨時的分析設計方法。 An Innovative Design for Steel Frame Using Advanced Analysis Introduction The steel design methods used in the . are allowable stress design (ASD), plastic design (PD), and load and resistance factor design (LRFD). In ASD, the stress putation is based on a firstorder elastic analysis, and the geometric nonlinear effects are implicitly accounted for in the member design equations. In PD, a firstorder plastichinge analysis is used in the structural analysis. PD allows inelastic force redistribution throughout the structural system. Since geometric nonlinearity and gradual yielding effects are not accounted for in the analysis of plastic design, they are approximated in member design equations. In LRFD, a firstorder elastic analysis with amplification factors or a direct secondorder elastic analysis is used to account for geometric nonlinearity, and the ultimate strength of beamcolumn members is implicitly reflected in the design interaction equations. All three design methods require separate member capacity checks including the calculation of the K factor. In the following, the characteristics of the LRFD method are briefly described. The strength and stability of a structural system and its members are related, but the interaction is treated separately in the current American Institute of Steel Construction (AISC)LRFD specification [2]. In current practice, the interaction between the structural system and its members is represented by the effective length factor. This aspect is described in the following excerpt from SSRC Technical Memorandum No. 5 [28]: Although the maximum strength of frames and the maximum strength of ponent members are interdependent (but not necessarily coexistent), it is recognized that in many structures it is not practical to take this interdependence into account rigorously. At the same time, it is known that difficulties are encountered in plex frameworks when attempting to pensate automatically in column design for the instability of the entire frame (for example, by adjustment of column effective length). Therefore, SSRC remends that, in design practice, the two aspects, stability of separate members and elements of the structure and stability of the structure as a whole, be considered separately. This design approach is marked in Figure as the indirect analysis and design method. In the current AISCLRFD specification [2], firstorder elastic analysis or secondorder elastic analysis is used to analyze a structural system. In using firstorder elastic analysis, the firstorder moment is amplified by B1 and B2 factors to account for secondorder effects. In the specification, the members are isolated from a structural system, and they are then designed by the member strength curves and interaction equations as given by the specifications, which implicitly account for secondorder effe
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