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IMPORTANT: Safety factors can be reviewed and adjusted in the National Annex Setup.
gamma M0
Partial safety factor for resistance of CSS whatever the class is (default 1.0).
gamma M1
Partial safety factor for resistance of members to instability assessed by member checks (1.0).
gamma M2
Partial safety factor for resistance of CSS in tension to fracture (1.25).
These default sway types are used for all members, unless the user changes them in the settings made for particular members. The sway type is used for calculating the buckling ratios.
Y-Y
If ON, the members are sway for buckling about the Y-Y axis.
If OFF, the members are non-sway for buckling about the Y-Y axis.
Z-Z
If ON, the members are sway for buckling about the Z-Z axis.
If OFF, the members are non-sway for buckling about the Z-Z axis.
Max k ratio
The calculated value of k is limited and must not exceed the given value
Max. slenderness
If the slenderness of the checked member exceeds this value, the program prints a warning in the output report.
2nd order buckling ratios
a) According to input: The buckling data are considered in the 2nd order analysis by values as they were defined.
b) All non-sway: The whole structure is considered as non-sway.
LTB buckling curves
a) General case: This can be applied in all cases.
b) Rolled sections or equivalent welded: Can only be applied to rolled or equivalent welded sections, but will give better results than the General case.
The National Annex determines if the second option can be used or not.
For more information see the Theoretical background.
Method for C1 C2 C3
a) ENV 1993-1-1 Annex F:When the combo is set to ENV 1993-1-1 Annex F the C1, C2, C3 factors are determined as already implemented in compliance with the named annex.
b) ECCS 119/Galea:When the combo is set to ECCS119/Galea the C1, C2, C3 factors are determined according to ECCS 119 and the tables of Galea.
c) Lopez, Yong, Serna:When the combo is set to Lopez, Yong, Serna the C1, C2, C3 factors are determined according to Lopez.
For more information see the Theoretical background.
Modified design rule for LTB of channel sections
If ON the modified rule is used - for more read the Theoretical Background manual.
Apply C1 for general sections
When this checkbox is activated for any other section (different from I, RHS, CHS) Mcr is calculated as Mcr = C1 * Mcr0.
Elastic check only
If this option is checked, all members are assessed to elastic check only.
Note: For EC-EN check as class 3 section, Wel is used.
Section check only
If this option is checked, only the section check is carried out. No stability check is performed.
Flexural buckling accounted for by 2nd order calculation
When this option is selected, there is no flexural buckling check performed as the second order calculation has accounted for this effect already.
Note: The reduction factor is set to 1 to account for this effect.
Moments on columns in simple construction
When this option is activated additional moments are automatically calculated in columns at the positions where hinged beams are connected.
For more information see the Theoretical background.
Apply scaffolding check for CHS and numerical sections
Only available if Scaffolding functionality is set ON.
If ON, the member will be checked according to the EN 12811-1 scaffolding check for tubular members.
See also Theoretical Background manual.
temperature curve
Available temperature curves are:
a) ISO 834 curve
b) external fire curve
c) hydrocarbon curve
d) smouldering fire.
coefficient of heat transfer by convection
Default value is 25 W/m2K
-
EN 1991-1-2 Art. 3.2.1(2)
emissivity related to fire compartment
Default value is 1.0.
–
EN 1991-1-2 Art. 3.1(6)
emissivity related to surface material
Default value is 0.70.
-
EN 1993-1-2 Art. 2.2(2)
correction factor for beam exposed on 3 sides
Adaptation factor for non-uniform temperature distribution across a cross section exposed on three sides. Default value = 0.70.
K1 - EN 1993-1-2:, 4.2.3.3. (7).
configuration factor for radiation heat flux
Default value is 1.0.
-
EN 1991-1-2 Art. 3.1.(6)
analysis type
The fire resistance check can be performed in three domains:
a) strength domain,
b) temperature domain,
c) time domain.
In the resistance domain, the resistance is checked after the imposed time. In the temperature / time domain, the material temperature (after the imposed time) is checked in relation to the critical material temperature.
iterative process
The critical material temperature is calculated using the analytical formulas of the code, or by an iterative process.
use correction factor for the shadow effect
The correction factor for shadow effect is by default taken as 1,00 or can be calculated as specified in the code.
ksh- EN 1993-1-2 Art. 4.2.5.1(1), (2)
Use manufacturer provided effective sectional properties
In case this option is activated, effective section properties from the manufacturer are taken from the Effective Section Library instead of calculated by EN 1993-1-3.
For more information see the Theoretical background.
Stiffener iteration 5.5.3.2(10) and 5.5.3.3(9)
When this option is activated the iterative procedure for the edge/intermediate stiffeners as specified in art. 5.5.3.2(10) and art. 5.5.3.3(9) of EN 1993-1-3 is applied.
For more information see the Theoretical background.
Overall cross-section iteration 5.5.2(3)
When this option is activated the iterative procedure for the overall cross-section as specified in art. 5.5.2(3) of EN 1993-1-3 is applied.
For more information see the Theoretical background.
Ignore check
When this option is activated the local resistance of the web to the transverse force does not need to be considered. This happens for example when in practice the local load or support reaction is applied through a cleat that is arranged to prevent distortion of the web. See also article 6.1.7.1(3) of EN 1993-1-3.
Bearing length Ss [mm]
This input field is limited to the minimum of 10 mm, no lower values are allowed (see art.6.1.7.3(3) ).
Use Ia correction in (6.18)
When this option is activated, a modification is applied for la in case of the end support reaction force.
For more information see the Theoretical background.
Interaction
For determining the Combined Bending and Axial Compression check according to EN 1993-1-3 art. 6.2.5 EN 1993-1-3 allows two possibilities:
a) Use the EN 1993-1-1 interaction according to article 6.3.3
b) Use the alternative according to EN 1993-1-3 article 6.2.5(2)
For more information see the Theoretical background.
Limit for large axial force 10.1.4.2(5)
Art. 10.1.4.2(5) specifies a „relatively large axial force‟. Within SCIA Engineer this is quantified using a limit value.
The Input field allow for only values between 0 and 1. The default value is set to 0,10.
For more information see the Theoretical background.
Plated structural elements - Local buckling settings
Local buckling
Use Lambda p,red 4.4(4)
If ON, the reduced slenderness according to art. 4.4(4) of EN 1993-1-5 is used - for more read the Theoretical Background manual.
Use Annex E.E.1(1)
If ON, the reduction factor is calculated according to Annex E of EN 1993-1-5 - for more read the Theoretical Background manual.
The default buckling parameters are used whenever a new aluminium 1D member is input into your project. By default, the new member takes these default parameters. If required, you may later alter these default values and assign specific values to the particular member.
Buckling systems relation
zz
System length for buckling around the local zz axis (weak axis). This is usually the length between the points braced in the direction of the local yy axis.
yz
System length for torsional buckling. This is the length between the restraints for torsion.
lt
System length for lateral-torsional buckling. This is usually the length between the points braced in yy direction (= length between the lateral restraints).
The buckling lengths for the calculation are always of the following form :
l = L * k
where
l = effective buckling length for calculation
L = system length
k = k factor
def y
System length for deformation in the direction of local yy axis (strong axis).
def z
System length for deformation in the direction of local zz axis (weak axis).
ky factor
a) Calculate: The value of the ky factor is calculated by the program.
b) Factor: The user defines the value of the factor.
c) Length: The user inputs the buckling length directly.
kz factor
ditto for kz factor
Influence of load position
This field is relevant for lateral-torsional buckling check. It provides for consideration of destabilising loads in moment factors for LTB.
(See Steel Code Check Theoretical Background, Calculation of moment factors for LTB).
Destabilising loads are loads that act above the level of the beam’s shear centre and are free to move sideways with the beam as it buckles (and produce a disturbing effect)
For a theoretical explanation about the calculation of buckling ratios ky and kz, see Steel Code Check Theoretical Background, Calculation of buckling ratios. For a member with variable height, the value of ky ratio has no meaning. Buckling properties are calculated using the critical Euler force for this member (see Steel Code Check Theoretical Background, Calculation of critical Euler force for VARH elements). However, the user can choose to define a not-calculated buckling ratio which is used in each intermediate point of the member.
The maximum permissible relative deformation may be adjusted separately for individual 1D member types.
1) Open service Steel:
a) either using tree menu function Steel,
b) or using menu function Tree > Steel.
2) Select function Beams > Steel Setup and open it.
3) Type required values and select appropriate options.
4) Confirm with [OK].