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Advances in Steel Structures (ICASS '96). Proceedings of by SL Chan and JG Teng (Eds.)

By SL Chan and JG Teng (Eds.)

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4 Test no. 1 Transverse deflection . 9 ~ . 6 I ! 5 (d) 200 Full Scale Testing of Transmission and Telecommunication Towers 51 Figure 5: Critical load condition Figure 8" Predicted load-deflection curves Figure 6: Photograph of failed tower Figure 7: Predicted failure deflected shapes 52 S. A. 102 Figure 11" 275 kV double circuit tower (78m high) Pv 50 v PL ' ~ " " ~ I 40- Base loads: _ PT =5kN PL=lkN ~\ /z O Max. 1Py Pv = 15kN L I Tower s u b a s s e m b l y Slippage models I & II No slippage , ~ ' / , , " .

In some cases analyses were carried out to either check adequacy of exisiting design and to strengthen the tower, as neccessary, to carry additional loads. In other cases, computer simulations were used to identify weak parts of the tower and then to upgrade member sizes in order for the tower to reach the ultimate design loads. In the case of the 275 kV single circuit latticed guyed tower (Fig. 9), a saving of $3 millions has been reported through the use of the guyed system. The present nonlinear analysis technique was able to simulate the guyed tower behaviour, making the construction of the tower possible and without the need to carry out full scale testing which would have been very costly.

A. P. Byfield Byfield, M. P. (1996). Steel design and reliability using Eurocode 3. PhD Thesis, University of Nottingham. Byfield, M. P. and Nethercot, D. A. (1995). An improved method for calculating partial safety factors", Seventh International Conference on Applications of Statistics and Probability, Paris. CEN (1993). 1: General rules and rules for buildings, ENV 1993-1-1 version. British Standards Institution, London. CEN (1993a). ENV 1993-1-1: Eurocode 3 Teil 1-1: Annex Z - Determination of design resistance from tests.

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