B A L1 W d tw do bf L2 Figura 1. Elevación frontal de marco estructural D H1 Figura 2. Detalle de la sección transversal
Consider that node B functions as a pin, therefore no bending moment passes from the beam to the column.
Distances: L1=5 meters. L2 = 2 meters. H1=3.5 meters.
Load: Uniform distributed load of w = 7 kN/m
Cross sections: Both profiles have an IPR type cross section (see figure 2) reinforced with skids of a width, bf=100mm with a thickness of tf= 5mm. A total depth of d=250mm and web thickness of tw=5mm. The strong axis of the section is perpendicular to the plane of this page in both column and beam.
Material: A992 steel with an allowable yield stress of 350 MPa and a modulus of elasticity of 200 GPa.
1. Calculate the value of the reactions at the supports.
2. Determine the bending moment function from B to C.
3. Calculate the value of the maximum normal bending stress in the sections of the beam BC and CD.
4.Calculate the value of the maximum shear stress in the sections of the beam BC and CD.
5.Determine if the proposed ideal column is safe for the two-dimensional framework.
6.Draw the shear and moment diagrams for beams BC and CD.
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