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AISC aminmansour pdf free download

AISC aminmansour pdf free download.A New Approach for Design of Steel Beam-Columns.
Design aids are developed using the AISC-LRFD Specifica- tions for design of steel beam-columns. These aids give designers more options in design and often allow selection of sections that are more efficient for a given set of conditions than the current design aids do. Several examples are worked out using the current method of practice as well as the pro- posed method developed in this paper.The design of steel beam-columns consists of a trial-and-error process in which the designer selects a trial section and checks the selection for compliance with the appropriate equation in the AISC Specifications. The trial section is normally selected from the Column Load Tables in the AISC LRFD Manual of Steel Construction using P ueq , an “equivalent” axial load cal- culated based on the applied axial load as well as the equiva- lent effects of bending moments about the x- and y-axes. A number of methods have been used in the past for determining P ueq . Generally, these methods use multiplier co- efficients to convert bending moments about the two axes to equivalent axial loads. These equivalent axial loads will then be added to the applied axial load to obtain P ueq . Burgett (1973) introduced helpful aids for preliminary design of beam-col- umns based on the Allowable Stress Design method. Later, Uang, Wattar, and Leet (1990) recommended similar values for design based on the LRFD method. Both of these methods were utilized in the subsequent AISC Manuals. While such methods are easy to follow and produce reason- able results, the process of selecting a trial “column” section based on an equivalent load for a beam-column and checking it for compliance with the AISC Specifications introduces limitations in the process. Further, the work involved in checking trial sections may be reduced by developing design aids for this purpose. This paper presents development and application of design aids that, while consistent with the AISC-LRFD Specifica- tions, provide more ease, speed, and flexibility for the designer. They also avoid some of the limitations that exist with the current method of practice. It should be noted that while the basic concepts utilized in this process apply to any pris- matic singly or doubly symmetric shape subjected to flexure and axial compression, the focus of the discussions as well as design aids developed in this paper apply to W-shapes only.The bi-linear interaction Equations 2 and 3 were developed on the basis of inelastic solutions of 82 beam-columns (Kanchanalai, 1977). They apply to both sway and non-sway beam-columns and address strength as well as stability of members. Detailed review of the development of Equations 2 and 3 is provided in the ASCE (1997) reference. In Equations 2 and 3, φP n is the design axial compressive strength of the member based on the limit states of elastic or inelastic flexural buckling or local buckling of the web or flange elements. It is determined as if the member were subjected to an axial load only. Chapter H of the AISC Specifications Commentary states that P n , the nominal com- pressive strength of the member, should be determined using the actual effective length, KL, rather than always using K=1. The Commentary further states that while inclusion of bene- ficial second order effects for combined tension and bending is optional, for combined compression and bending, the sec- ond order effects must be considered. AISC aminmansour pdf download.

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