Function
- Use this function to select the design code to apply for the strength verification of steel members and specify the lateral bracing condition of the structure's horizontal members (beams and girders).
Call
From the Main Menu select [Design] tab > [Type : Steel Design] > [Design Input Data] group > [Design Code Option]
Input
Design Code
Steel design code (refer to Note 1)
All Beams/Girders are Laterally Braced
Specify the lateral brace condition to the horizontal members (beams& girders) of the structure to be designed (refer to Note 2).
Apply Special Provisions for Seismic Design
Not available
The OK Button : Enter the selection and close the dialog box.
The Close Button : Do not enter the data or the selection and close the dialog box.
Note 1
Available steel design codes
Note 2
When the top compression flanges of the steel girders or beams are connected to the concrete floor by welded metal decks and/or shear connectors, it is assumed that all the members are laterally braced. If this item is selected, the Laterally Unbraced Length (Lb) field is deactivated in the "Unbraced Length (L,Lb)" Dialog Bar and Lb = 0 is applied to all the members.
(Refer to "Unbraced Length (L,Lb)")
Note 3
Applied steel design parameter by design codes
[EC3-1~2 : 2005] Steel Design Code
Apply Special Provisions for Seismic Design (EC8-1 : 2004)
- Behaviour Factor (q) : Cheerck "Ductility Class" as per Table 6.3 : To check, the behaviour factor(q) should be inputted.
- Overstength Factor (γ_ov) : To calculate the design force as per Eq. 6.6. "γ_ov" should be inputted.
- Steel Frame Type : Select the system resisting a seismic load
* Applied System : Moment Frames, (Concentrated)Braced Frames
- Non-seismic Member : Define the non-seismic elements in order to preclude the capacity design rules.
- Beam Design under "Moment Frame" : Apply Eq. 6.2~4 in 6.6.2 (2).
- Column Design under "Moment Frame" : Apply Eq. 6.6~7 in 6.6.3 (2)~(4).
- Beam&Column Design under "Braced Frame" : Apply Eq. 6.12 in 6.7.4 (1).
- Ductility Design (Strong column – Week beam) under “Moment Frame”
: It is checked in “Steel Strong Column-Weak Beam Ratio” Table
Consider as linear summation for class 1, 2 (Eq. 6.2)
- When checking Interaction Ratio of Bending & Axial force
1. Check on : Apply Max(Rmax1,Rmax2)
2. Check off : Apply only Rmax2 (Default)
- When considering Lateral & Lateral-torsion
1. Check on : Rmax=Max[(Rmax1,Rmax2),Max(Rmax_LT1,Rmax_LT2)]
2. Check off : Rmax=Max[Rmax2,Max(Rmax_LT1,Rmax_LT2)] (Default)
Interaction Factor (kij)
- “ By Code” : It is automatically applied according to the recommended method by each NA.
* Annex A will be reflected when considering Recommand, Sweden, Sweden(2019), Singapore.
- Annex A : Apply Table A.1
- Annex B : Apply Table B.1
Point of load application for Mcr
- Mcr is calculated according to Eq. ENV 1993-1-1:1992, F1.1 and F1.3.
- It is set collectively for the beam.
- It can be set for individual members (Beam&Column) in "Design Parameter>Point of load application for Mcr".