Global structural analysis of central cores supported tall buildings compared with FEM
The focus of this article is to present an approximate method of calculation based on the equivalent column theory. This approximate method of calculation may be successfully applied in the case of tall buildings. Knowing the geometrical and stiffness characteristics of the structure, applying the equivalent column theory may determined: the displacements in both directions, the rotation of the structure, critical load, shear forces, bending moments for each resisting element and the torsional moment of the structure. The results obtained using the approximate calculation method will be compared with the results obtained using an exact calculation based on F.E.M.: Autodesk Robot Structural Analysis and ANSYS 12.1.
Determination of load transfer in reinforced concrete solid slabs by finite element computer analysis
According to the ACI building code, the concrete slab can be divided into two types depending on the ratio of the long side to the short side. Regarding the results of the ratio, the concrete slab can be divided as one-way and two-way slabs. The main objective of this paper is to study the stress or moments distribution in solid slab panel in its two directions and compare with ACI code assumption that the load is transferred mainly in short direction and most of the load is transferred in one direction only if the ratio of the longer span to the shorter span is greater than one. This will be discussed by analyzing one panel of solid slab using the computer software SAP2000. Two types of panels will be used; the first one a panel that is supported simply on its four sides and the second panel is supported only by four pin supports and beams. This paper shows that the gravity load on the slab is transferred to long and short direction. This means that one-way concrete solid slab doesn't exist and all concrete solid slabs work as a two-way concrete slab.
Stability of Shear‐Wall Structures
A simple approximate lower bound formula is proposed for the gravity buckling loads of coupled shear‐wall structures using continuous medium assumptions. The deflected shape of the system is decomposed into those of flexural and shear‐flexure cantilevers. For the latter, an accurate approximate buckling load formula is also presented. Inserting the buckling loads of the two systems in Dunkerley's formula yields the required buckling load. The formula is compared with exact results computed by finite differences and good agreement is demonstrated.