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

By SL Chan and JG Teng (Eds.)

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Additional resources for Advances in Steel Structures (ICASS '96). Proceedings of International Conference on Advances in Steel Structures 11–14 December 1996, Hong Kong

Sample text

The statistical parameters summarising the comparison of predicted and experimental resistances are listed in Table 3. 14 indicates a significant underestimate of true strength. 92 was obtained. TABLE 3 STATISTICALDATA OBTAINED FROM THE COMPARISON OF EXPERIMENTALWITH PREDICTED RESISTANCES; A 6 DEGREES LIMIT ON END ROTATION HAS BEEN IMPOSED test numbers section type no. 0 would provide the required target reliability. 0 means that the basic design expression is itself sufficiently conservative not to require the use of an additional margin.

Q; ~Ppln (~s, n C3 Fig. +lmay be expressed as follows qgs,n+ 1 = q9 s -- ) ] , ( q g b , n + 1 (Op,n+l = 1+ r]((Ob,n+ 1 - 1) 1) (24) (25) where CPb'n+l = l ('Ou,n [(Pb,n (Ou,n > qgb, n CPu,n <- CPb,n (26) Advances of Tall Steel Buildings in China and 31 ~Pb,l=! in which 2 is the factor of Bauschinger effect, 0<2,<1, and 7/is the factor of strength degeneration, 0

1 Tension Tower (275 kVDouble Circuit) A full-scale tension tower (see Fig. 1a) was tested under five loading conditions shown in Fig. 2. Details of the testing procedure and results have been reported (QEC 1983). The test loads (in kN) shown in Fig. 2a-e represent the design ultimate loads for each loading condition. Loads are indicated by Q to represent static loads, while the remaining loads are applied incrementally to the tower. In the analysis, static loads Q together with the tower self-weight are applied prior to the application of the test loads.

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