Numerical simulation of structural behaviour of transmission towers

Abstract

Transmission towers are a vital component and management needs to assess the reliability and safety of these towers to minimise the risk of disruption to power supply that may result from in-service tower failure. Latticed transmission towers are constructed using angle section members which are eccentrically connected. Towers are widely regarded as one of the most difficult form of lattice structure to analyse. Factors such as fabrication errors, inadequate joint details and variation of material properties are difficult to quantify. Consequently, proof-loading or full-scale testing of towers has traditionally formed an integral part of the tower design. Stress calculations in the tower are normally obtained from a linear elastic analysis where members are assumed to be axially loaded and, in the majority of cases to have pinned connections. In practice, such conditions do not exist and members are detailed to minimize bending stresses. Despite this, results from full-scale tower test often indicated that bending stresses in members could be as high as axial stresses. EPRI (1986) compared data from full-scale tests with predicted results using current techniques and concluded that the behaviour of transmission towers under complex loading condition cannot be consistently predicted using the present techniques. They found that almost 25% of the towers tested failed below the design loads and often at unexpected locations. Furthermore, available test data showed considerable discrepancies between member forces computed from linear elastic truss analysis and the measured values from full-scale tests. The paper describes a nonlinear analytical technique to simulate and assess the ultimate structural response of latticed transmission towers. The technique may be used to verify new tower design and reduce or eliminate the need for full-scale tower testing. The method can also be used to assess the strength of existing towers, or to upgrade old and aging towers. The method has been calibrated with results from full-scale tower tests with good accuracy both in terms of the failure load and the failure mode. The method has been employed by electricity utilities in Australia and other countries to: (a) verify new tower design; (b) strengthen existing towers, and (c) upgrade old and aging towers.

Structural assessment of a lattice tower for a small, multi-bladed wind turbine

“…Results from actual full-scale tower tests indicate that linear static analysis is not consistent in modelling the behaviour of the structure. It is also reported that bending stresses in the members, which initially were assumed to be negligible, can be as high as the axial stresses [27][28][29][30][31]. Ref.…”

“…Albermani and Kitipornchai [28] present an analytical technique that takes into account both geometric and material non-linearities. The geometric non-linearity analysis considers the effects of accumulated stresses and the effect of the changes in the geometry on the structural stiffness of the elements as the load is increased.…”

“…Differential support settlement as proposed by [28] was not taken into account since the tower foundation comprises a single, concrete foundation with reinforcement steel/mesh that was cast in situ and which was slightly larger than the square base of the tower. The geometrical model of the lattice tower is shown in Fig.…”

Climate change and extreme wind effects on transmission towers

“…However, full scale transmission tower tests have shown that bending stresses in some members can be as high as axial stresses (Albermani & Kitipornchai, 2003), and that nonlinear effects should be taken into account (Albermani, et al, 2009). …”

Concurrent Multi-Scale Modeling of a Transmission Tower Structure and Its Experimental Verification

“…Most of transmission tower structures are constructed by thin-walled angle members that are eccentrically connected to each other by bolts directly or through gusset plates. In the global analysis of a transmission tower, its angle members are often modeled using either pin-ended truss elements or fix-ended beam elements to form a global finite element (FE) model for the tower [1][2][3][4][5]. Nevertheless, this kind of global model ignores the effects of joint flexibility, local geometric and material nonlinearity, bolt slippage and deformation on the global behavior of the tower, which make the structural analysis and design of the tower inadequate.…”