Q2. In previous assignments it was noted that the initial proposal to use two timber sections for the main timber beams, to span the 3.6m between the columns on gridlines A and B1, was inadequate (and hence, four sections were trialed as an alternative). Now check if instead, a single steel 300PFC beam section would have adequate strength to resist a maximum moment demand, due to 1.2G+1.5Q, of M*= 57kNm. For this check, note that the beam is working in its major axis and that the floor joists provide lateral restraint of the beam. Consequently, you can assume here that no flexural-torsional buckling check is required and therefore, the nominal flexural strength of the beam can be taken as M_n = k_f∙Z∙fy (where k_f and Z can be obtained from tables – see the back of the course reader). Also note that the steel yield strength should be taken as f_y = 300MPa. Report the ratio of the moment demand to the factored moment resistance (M*/ϕM_n) in %.