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There are two options for calculation first order moments and eccentricity in SCIA Engineer depending on check box Use equivalent first order value,see "Use equivalent first order value"
e0y = M0ez / NEd, e0z = M0ey / NEd
e0y = Mz / NEd, e0z = My / NEd
where
| e0,y(z) | the 1st order eccentricity in direction of y (z) axis of LCS |
| My(z) | the 1st order moment around of y (z) axis of LCS |
| NEd | the design axial force in calculated section of the column (in SCIA Engineer value N) |
| e0e,y(z) | the 1st order equivalent eccentricity in direction of y (z) axis of LCS |
| M0e,y(z) | the 1st order equivalent moment around of y (z) axis of LCS |
The 1st order equivalent moment is calculated according to clause 5.8.8.2 (2) in EN 1992-1-1
M0,ey = max (0,6 ∙ M02,y +0,4 ∙ M01,y; 0,4 ∙ M02,y)
M0,ez = max (0,6 ∙ M02,z +0,4 ∙ M01,z; 0,4 ∙ M02,z)
where
| M01y(z) | the first end bending moments around y(z) axis of LCS with lesser absolute value as second end bending moment. |M01y(z)| < |M02y(z)| The same values are used for calculation limit slenderness |
| M02y(z) | the second end bending moments around y(z) axis of LCS with greater absolute value as first end bending moment. |M02y(z)| ≥ |M01y(z)| The same values are used for calculation limit slenderness |
The 1st order equivalent bending moment is calculated only if construction is braced (non-sway) and there are no transverse loads on the column.
The user (real) reinforcement defined via REDES and free bars are not taken into account for calculation effective depth of cross-section for design reinforcement to column (Type of check = Design ULS in service Internal forces)