Task 1: 2nd order analysis of a steel portal frame (Mode E-P) Structural system: 92 9.Ed HO E F H ! CH - IPE 500 Purins (Lateral and torsional train to I CH HE 450 B. BOSH HI3 TA lu US US UB Us 18 Data: Length of the beam: Height of the column: Imperfection: L = 18 m H = 6 m 9 = 1/200 Please consider only the following load combination: Permanent load due self-weight of the beam: 91.1,82 = (to be calculated) kN/m Permanent load due self-weight of the purlins: 91.2.64 = (0.5 +0.05 - 6) = 0.8 kN/m Permanent load due self-weight of roof coating: 91.3.Ed = (0.5 -0.02 - 3) = 0.44 kN/m Permanent load due to non-structural elements: 92.80 = (1.2 +0.12 - 3) = 1.56 kN/m Imposed load: qea=(5-3.0.1) = 4.7kN/m Snow load: Sea = 4 kN/m Loads due to wind action: Wea= 7.2 kN/m Section of the columns Section of the beam: Modulus of elasticity of the steel: HE 450 B, S355 IPE 500, S355 210000 MPa Task 3: Construction Tasks: 3.1 Sketch the elements that provide the lateral stability of the beam flange in compression. Sketch the elements that provide the lateral stability of the column flanges in compression. 3.2 Task 1: 2nd order analysis of a steel portal frame (Mode E-P) Structural system: 92 9.Ed HO E F H ! CH - IPE 500 Purins (Lateral and torsional train to I CH HE 450 B. BOSH HI3 TA lu US US UB Us 18 Data: Length of the beam: Height of the column: Imperfection: L = 18 m H = 6 m 9 = 1/200 Please consider only the following load combination: Permanent load due self-weight of the beam: 91.1,82 = (to be calculated) kN/m Permanent load due self-weight of the purlins: 91.2.64 = (0.5 +0.05 - 6) = 0.8 kN/m Permanent load due self-weight of roof coating: 91.3.Ed = (0.5 -0.02 - 3) = 0.44 kN/m Permanent load due to non-structural elements: 92.80 = (1.2 +0.12 - 3) = 1.56 kN/m Imposed load: qea=(5-3.0.1) = 4.7kN/m Snow load: Sea = 4 kN/m Loads due to wind action: Wea= 7.2 kN/m Section of the columns Section of the beam: Modulus of elasticity of the steel: HE 450 B, S355 IPE 500, S355 210000 MPa Task 3: Construction Tasks: 3.1 Sketch the elements that provide the lateral stability of the beam flange in compression. Sketch the elements that provide the lateral stability of the column flanges in compression. 3.2