كمانش قاب هاي پرتال با ستون هاي مخروطي و مهاربند جانبي

Buckling of portal frames with tapered columns and lateral bracing

An exact formulation for computing of the critical load of semi-rigid frames comprising tapered columns with various cross sections and elastic bracing have been obtained. The methodology is based on the exact solution of the governing differential equations for buckling of the non-uniform frames with pinned supports and lateral bracing. Accordingly, the critical loads and corresponding equivalent buckling length of the non-uniform frames are calculated. Numerical parametric studies for simple elastically braced non-uniform frames with semi-rigid connections, in graphical and tabular form, reveal the declared effect of tapered members with a second-order or fourth-order polynomial stiffness variation, flexibility of connection, and elastic bracing on their buckling load. The outcome presented here in can be readily used for the design of simples frame with tapered member against buckling. Comparing the numerical example results with previous work shows the accuracy, validity and capabilities of the proposed approach. Furthermore, the influences of the semi-rigid connections and the shape factor of tapered column on the buckling load of the braced frames are investigated.

An exact formulation for computing of the critical load of semi-rigid frames comprising tapered columns with various cross sections and elastic bracing have been obtained. The methodology is based on the exact solution of the governing differential equations for buckling of the non-uniform frames with pinned supports and lateral bracing. Accordingly, the critical loads and corresponding equivalent buckling length of the non-uniform frames are calculated. Numerical parametric studies for simple elastically braced non-uniform frames with semi-rigid connections, in graphical and tabular form, reveal the declared effect of tapered members with a second-order or fourth-order polynomial stiffness variation, flexibility of connection, and elastic bracing on their buckling load. The outcome presented here in can be readily used for the design of simples frame with tapered member against buckling. Comparing the numerical example results with previous work shows the accuracy, validity and capabilities of the proposed approach. Furthermore, the influences of the semi-rigid connections and the shape factor of tapered column on the buckling load of the braced frames are investigated.