Punching EWN

List of E/W/N

Part of graphical and numerical output can be information about errors, warnings and notes. List of all possible E/W/N messages is following:

Errors

Index Type Description Solution
E6/101 Error Unhandled problem occurred during the preparation of geometry of column shape. Please contact SCIA Support team.
E6/102 Error Unhandled problem occurred in calculation of basic control perimeter.
E6/103 Error Unhandled problem occurred in calculation of concrete shear capacity.
E6/104 Error Unhandled problem occurred in calculation of design shear reinforcement.
E6/105 Error Unhandled problem occurred in calculation of reduction of column periphery.
E6/106 Error Punching design failed. A control perimeter cannot be correctly generated because the entire boundary of the plate is very close to the column periphery. If possible, try to extend boundary of the plate or change the dimensions of the involved members.

Warnings

Index Type Description Solution
W6/101 Warning Punching shear resistance at the column perimeter (vRd,max) is not sufficient acc. to §6.4.3(2). Use higher grade of material or increase thickness of the plate.
W6/F102 Warning Punching shear resistance at the basic control perimeter (vRd,c) is not sufficient acc. to §Re 6.4.3. Punching shear reinforcement is required. To avoid design of shear reinforcement try to increase amount of longitudinal reinforcement.
W6/110 Warning Area of a single link of shear reinforcement is less than minimum value acc. to §9.4.3(2).  
W6/111 Warning Tangential spacing of shear links (st,u1) of the outermost perimeter of shear reinforcement inside the basic control perimeter (u1) exceeds maximum value acc. to §9.4.3(1).  
W6/112 Warning Tangential spacing of shear links (st,out) of the outermost perimeter of shear reinforcement outside the basic control perimeter (u1) exceeds maximum value acc. to §9.4.3(1).  
W6/113 Warning Last perimeter of shear reinforcement is placed at a distance greater than (kd) from the outer control perimeter uout, see §6.4.5(4).  
W6/114 Warning Number of perimeters of shear reinforcement is less than the minimum value acc. to §9.4.3(1).  
W6/115 Warning Radial spacing sr of shear reinforcement perimeters around the column exceeds the maximum value acc. to §9.4.3(1). Change assumptions for design of shear reinforcement (by using Design defaults).
W6/116 Warning Distance s0of first perimeter of shear reinforcement from the column face is not within the interval acc. to §9.4.3(1) and (4).
W6/F117 Warning Punching resistance of plate with designed shear reinforcement vRd,cs is not sufficient acc. to §Re 6.4.5. Use higher grade of material or increase thickness of the plate.
W6/118 Warning A control perimeter ui outside the basic control area is not generated with same shape as the basic control perimeter u1, see §6.4.2(7).  
W6/119 Warning Node cannot be calculated for punching. The basic control perimeter is detected as type of straight line between opposite edges of the plate so different failure mode is assumed.  
W6/120 Warning

Design of punching shear reinforcement cannot be done. The outer control perimeter uout is not found correctly.

  
W6/121 Warning Node cannot be calculated for punching. A point force is applied on the node. Remove the point force and apply the load through a column (1D member).
W6/122 Warning Node cannot be calculated for punching. Connected plate is not horizontal.  
W6/123 Warning Node cannot be calculated for punching. Connected column is not perpendicular to the plate.  
W6/124 Warning Node cannot be calculated for punching. Connected column goes through the plate. Split the column in the node to get separate column above and below the plate.
W6/127 Warning Node cannot be calculated for punching. Connected column is rotated by alpha angle. Rotate the column through a rotation of its LCS instead of alpha angle (if possible).
W6/128 Warning Node cannot be calculated for punching. Connected column is not prismatic.  
W6/129 Warning Node cannot be calculated for punching. Connected columns above and below the plate have different orientation of LCS. Unify orientation of LCS of both columns (if possible).
W6/130 Warning Node cannot be calculated for punching. The nodal support is not perpendicular to plate by its z-axis.  
W6/131 Warning Node cannot be calculated for punching. Connected column has not supported type of cross-section.  
W6/132 Warning Node cannot be calculated for punching. Connected plate is identified as foundation but this is not valid everywhere around the node.  
W6/133 Warning Node cannot be calculated for punching. Combination of nodal support and linked 1D member is not allowed.  
W6/134 Warning Node cannot be calculated for punching. Subregion near the node is not from the concrete material.  
W6/136 Warning Node cannot be calculated for punching. An opening with unsupported shape is detected around the node. Simplify shape of the opening to be rectangle or circle (if possible)
W6/137 Warning Reduced length of the basic control perimeter due to openings is significant. The simplified method for the Beta factor is not recommended to use. Change the method for determination of the Beta factor in the Concrete settings.

Notes

Index Type Description Solution
N6/101 Note Length of column periphery u0 is reduced acc. to §6.4.5(3).  
N6/102 Note Normal concrete stress σcp is neglected in the formula for calculation punching shear resistance vRd,c.  
N6/103 Note The ratio of longitudinal reinforcement ρl around the node is taken as the maximum limit (0.04).  
N6/104 Note The longitudinal reinforcement ρl around the node is not fully anchorage (for some mesh nodes ρl=0).  
N6/105 Note The thickness of the plate around the node is not the same. The minimum value of thickness is taken.  
N6/106 Note Concrete material around the node is not the same. The minimum value of characteristic strength fck is taken.  
N6/107 Note Reduction of punching shear force for foundation plate is neglected.  
N6/108 Note The length of control perimeters is reduced by ineffective part caused by presence of openings acc. to §6.4.2(3).  
N6/111 Note Capacity of designed shear reinforcement vRd,cs is limited by value of kmax ∙ vRd,c acc. to §6.4.5(1).