Design of Steel Structures Part 8 ppsx

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of Transportation 1 988 ). Figure 6-23. Development of maintenance schedule 6-12. Recommended Solutions for Distressed Structures...

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... determination of the value of the characteristic compressive strength of the masonry (fk) and the thickness of the unit required to support the design loads. Once fk is calculated, suitable types of ... have a length of at least one-fifth of the storeyheight and a thickness of 0.3×(wall thickness) with a minimum value of 85 mm.5.4.2 Effective thicknessThe effective thickness of single leaf ... methodgiven in BS 56 28. 5.5.1 Approximate method of BS 56 28 1. The load transmitted by a single floor is assumed to act at one-third of the depth of the bearing areas from the face of the wall (Figs....

... Fig. 11 .8 has been prestressed to effective stress of 900 N/mm2 by four 10.9 mm diameter stabilized strands of characteristic strength of 1700 N/mm2. The area of steel provided is 288 mm2. ... available, for an initialload of 60%, 70% and 80 % of the breaking load, from the manufacturers of the prestressing steel. Linear interpolation of this loss between 60%and 30% of breaking load is allowed, ... weight of masonry is 21kN/m3. Design the beam for serviceability condition(␥f=1). Solution (clause 29.1, BS 56 28: Part 2) (clause 29.2, BS 56 28: Part 2) Assume Mi is 30% of...

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... compression should be designed in accordance with the recommendations given in 6.4 of BS 5950-5:19 98. 6.7 Chapter 7 Serviceability limit statesa) 7.3 DeflectionsThe designs for deflections ... provisions in clause 4, in particular, Table 4.1 and 4.2.3 of ENV 1993-1-1:1992.b) 7.3(3)There is no limit to the deflection of purlins, provided the provisions in 4.2.3 of ENV 1993-1-1:1992 are ... second-order analysis.e) 6.3(1)PAlternatively, Mcr can be obtained from 6.6.2.2 of BS 5950-5:19 98, its value being that of ME.f) 6.4 Distortional bucklingFor distortional buckling, reference should...

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