FIGURE Q1(i) shows the roof plan of an examination hall in UTP for conducting face-to-face examination facilities under the new SOP. Two steel roof trusses are supported on the reinforced concrete columns indicated at the corners of the Hall. In addition, two trusses are proposed at the longitudinal edges of the hall, which are apart at a distance (a). An appropriate type of roof covering to be connected to the purlins. Where b = 6 m, and a = 24 m. The trusses support two types of purlins (P and P2) provided at (b) spacing. A junior design engineer has analyzed the trusses based on the details provided in FIGURE Q1(ii). The information includes; that all members were 40 mm in diameter and 4 mm thick steel circular hollow section with a crossectional area of 452 mm2., modulus of elasticity was assigned as 200 kN/mm. When a senior engineer checked the design of the trusses, it was found that the maximum force in the diagonal members exceeded the allowable load limit (tension or compression) by 30%. Hence, it is essential to revise the design, considering that the fabricator has a massive stock of designated circular steel hollow sections (40 mm diameter and 4 mm thick). Therefore the design revision should be based on the available stock of the steel sections. Prepare a technical report of the revised design of the trusses. Assign the appropriate roof covering, live load, and dead load on the roof with justification. Provide analysis of the existing truss and the revised design, and verify that the redesign is safe and within the allowable load limit. b/2 Roller P P P P2 TRUSS P TRUSS b ROOF PLAN FIGURE Q1(i) Roof Tiling P Reinforced Concrete Columns TRUSS ELEVATION FIGURE Q1(ii) P P P P Pinned