الفهرس 
IntroductionOnly 14 pages are availabe for public view
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Abstract
A General Impron:d K-lilctor formula. which controls the elastic stilbility \1 columns in plane frames is derived in a classicallmmner. The new st(lbility eqmllions tak into accounts the dilTcrent cases of lateral resistance (i.e: cuse of totally hraced columm case of unbraced columns and case of partially braced columns). The presented formulutiol also considers the diJTcrent properties of the connected members to the column beini investigated. Proposed methods of estimating the degree of end fixation provided hy thes, members are included since it is one of the main factors affecting the value of the critica buckling loild. The dillcrent types of connections (simple. semirigid. (md rigid) can h dealt with using the pn:sented lill”ll1ulation. The ellcct of the sile of these juints is (IISI considered. this effect has been always neglected in most current methods. It is worth Ie mention that the effect of the rotational restraints provided by the connected members i taken into accounts separately from the rotational restraints of the existing connections.
The derived formula was implemented in several computer programs and the result: (numerical and graphical) are compared with other published methods and curren standards. The comparison proved that the presented formula is very accurate and car easily handle any huilding frame column with different connection types. It is wort! mentioning that any procedure of data calculation c(m be easily incorpomted in the presen formulation. this means that its results can al\vays be improvcd with any new or mort accurate procedures of data calculation.
As an important application of the presented formulation. a general parametric study has been carried out and several charts were developed. The resulting charts sho\\ how far the critical buckling capacity of columns can be affected by the surroundin~ members and connections. The effect of joint size is included in these charts as well as th( effect of the lateral bracing and neighboring columns.