francis_intano
Structural
Good day!
Let me preface this that it's my first time using EC. EC3-1-1 Section 6.2.8 states that where shear force is present allowance should be made for its effect on moment resistance. Where shear force is less than half of plastic shear resistance the effect may be neglected, otherwise reduced moment resistance should be calculated using reduced yield strength where:
reduced yield strength, fy.red=(1-ρ)fy and ρ=[(2VEd/Vpl.Rd)-1]
Then it goes on to say at 6.2.8(5) that reduced design plastic resistance moment allowing for shear force may be obtained for I-section with equal flange and bending about major axis as follows:
My.c.Rd*γM.0=[Wpl.y-(ρA2/4t)]fy
My question would be how about non I-section? Do we go our own way with Wel*fy.red? Also do you have any reference for an equal angle design using EC3 cause it would help big time, especially in connection design.
Let me preface this that it's my first time using EC. EC3-1-1 Section 6.2.8 states that where shear force is present allowance should be made for its effect on moment resistance. Where shear force is less than half of plastic shear resistance the effect may be neglected, otherwise reduced moment resistance should be calculated using reduced yield strength where:
reduced yield strength, fy.red=(1-ρ)fy and ρ=[(2VEd/Vpl.Rd)-1]
Then it goes on to say at 6.2.8(5) that reduced design plastic resistance moment allowing for shear force may be obtained for I-section with equal flange and bending about major axis as follows:
My.c.Rd*γM.0=[Wpl.y-(ρA2/4t)]fy
My question would be how about non I-section? Do we go our own way with Wel*fy.red? Also do you have any reference for an equal angle design using EC3 cause it would help big time, especially in connection design.
