By SL Chan and JG Teng (Eds.)
Read Online or Download Advances in Steel Structures (ICASS '96). Proceedings of International Conference on Advances in Steel Structures 11–14 December 1996, Hong Kong PDF
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Additional info for Advances in Steel Structures (ICASS '96). Proceedings of International Conference on Advances in Steel Structures 11–14 December 1996, Hong Kong
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. Measurements on 689 rolled sections (Bureau 1993) have been analysed to give the mean and COV values for both basic dimensions and geometrical properties listed in Table 2.
5 can be written as follows AlpOs R. . d~o (27) Ms~p d~ in which Ms and ~s are the initially yielding moment and corresponding curvature of the section at first loading and R is the restoring factor. n ~~> ~~ q~ - ~~ (28) (P s,n < (/9 <_ qg p, n (,Op , n -- (P s,n where fl is the strengthening coefficient of materials. Afterward, 9 tests of spatial hysteretic behavior of beam-columns were conducted and a spatial hysteretic model was presented further (Li, Shen et al 1993, 1995b). In order to consider the effect of the variety of the axial force on the hysteretic behavior of beam-columns, a numerical analytic model was proposed (Chen, Shen et al 1994) on the basis of experimental results.
7, " . 8--1 34"8 ~ | 4 4 l w1 0 6 . 41 ` .... 4 i i 4 ? 7 A LEL -- ~~ , ~ I, . BL = ! ER * AR 9 BR (f) N o m e n c l a t u r e Figure 2: Loading conditions S. A. 2 _ ~. 0 . 2 / ~/ I ! 100 x~_-0 . 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.