By John D. Wagner
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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 , ~ ' / , , " . ,~//-'~" I with m = 4 I I I 5 10 15 20 T r a n s v e r s e deflection at A (mm) Figure 12: Effect of bolt slippage - transmission tower subassembly 25 SPACE FRAME CONSTRUCTION IN CHINA Tien T.
4. S. A. 2 Heavy Suspension Tower (275 kV Double CircuiO A full-scale heavy suspension tower (Fig. lb) was tested under six different loading conditions (EPT 1988). The tower has passed successfully the first five tests. During the sixth test (Fig. 5) which was an intact condition under maximum wind, the tower collapsed at 90% of the design ultimate load. The failure (see Fig. 6) was described in the test report as "an unusual failure which involved a general collapse of the compressed face of the tower".
Safety margin between characteristic . BS EN 10025 nominal yield stress level 80 0 20 40 60 80 flange thickness (mm) flange thickness (mm) Fig. 2 Mill test vs. 05 for sections. It was further assumed by Sedlacek et al that the nominal yield stress equates to the characteristic value. 09 x nominal yield stress. 07 VARIABILITY OF G E O M E T R Y Once again the calibration assumption (Sedlacek, Spangemacher and Hensen 1989) would appear to have been based on a re-examination of the data of Alpsten.