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Video | 3skeng Steelwork Tool
Online Manual RFEM | Surfaces
Following a three-year construction period, a stadium with 30,000 seats was completed in Uyo, Nigeria in 2014. Major national and international events will take place in this multifunctional two-tier stadium.
Uyo is the capital of Akwa Ibom State in southern Nigeria. About 400,000 inhabitants live here.
The steel structure of the stadium was calculated by formTL using RSTAB.
formTL Ingenieure für Tragwerk und Leichtbau GmbH, Radolfzell, Germany
www.form-TL.de
3D model (© formTL)
Uyo is the capital of Akwa Ibom State in southern Nigeria. About 400,000 inhabitants live here.
The steel structure of the stadium was calculated by formTL using RSTAB.
formTL Ingenieure für Tragwerk und Leichtbau GmbH, Radolfzell, Germany
www.form-TL.de
3D model (© formTL)
Submodels
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Steel Supporting Structure for Facade
No Download Possible
Customer Project / View Only
| Number of Nodes | 6024 |
| Number of Members | 12049 |
| Total Weight | 1196.835 tons |
| Dimensions (Metric) | 248.254 x 155.661 x 23.733 m |
| Dimensions (Imperial) | 814.48 x 510.7 x 77.86 feet |
| Program Version | 8.02.00 |
Length: 01:00:52 min
Length: 00:01:12 min
Length: 00:00:35 min
Length: 00:01:20 min
Length: 00:00:53 min
Knowledge Base
Length: 00:00:46 min
Knowledge Base
Length: 00:01:06 min
Length: 00:00:44 min
Length: 00:00:00 min
Very small torsional moments in the members to be designed often prevent certain design formats. In order to neglect them and still perform the designs, you can define a limit value in RF‑/STEEL EC3 from which torsional shear stresses are taken into account.
Structure stability is not a new phenomenon when referring to steel design. The Canadian steel design standard CSA S16 and the most recent 2019 release are no exception. Detailed stability requirements can be addressed with either the Simplified Stability Analysis Method in Clause 8.4.3 or, new to the 2019 standard, the Stability Effects in Elastic Analysis method provided in Annex O.
The RF‑/STEEL EC3 add-on module automatically transfers the buckling line to be used for the flexural buckling analysis for a cross-section from the cross-section properties. The assignment of the buckling line can be adjusted manually in the module input for general cross-sections in particular, as well as for special cases.
When optimizing cross-sections in the add-on modules, you can also select arbitrarily defined cross-section favorites lists - in addition to the cross-sections from the same cross-section series as the original cross-section.
In the ultimate configuration of the steel joint design, you have the option to modify the limit plastic strain for welds.
The "Base Plate" component allows you to design base plate connections with cast-in anchors. In this case, plates, welds, anchorages, and steel-concrete interaction are analyzed.
In the "Edit Section" dialog box, you can display the buckling shapes of the Finite Strip Method (FSM) as a 3D graphic.
- Design of five types of seismic force-resisting systems (SFRS) includes Special Moment Frame (SMF), Intermediate Moment Frame (IMF), Ordinary Moment Frame (OMF), Ordinary Concentrically Braced Frame (OCBF), and Special Concentrically Braced Frame (SCBF)
- Ductility check of the width-to thickness ratios for webs and flanges
- Calculation of the required strength and stiffness for stability bracing of beams
- Calculation of the maximum spacing for stability bracing of beams
- Calculation of the required strength at hinge locations for stability bracing of beams
- Calculation of the column required strength with the option to neglect all bending moments, shear, and torsion for overstrength limit state
- Design check of column and brace slenderness ratios
I am designing a set of members using the equivalent member method in RF‑/STEEL EC3, but the calculation fails. The system is unstable, delivering the message "Non-designable - ER055) Zero value of the critical moment on the segment".
What could be the reason?
Why are the equivalent member design checks grayed out in the Stability tab when activating the plastic design using the partial internal force method (RF‑/STEEL Plasticity)?
In connection with a calculation according to the large deformation analysis, I get significantly smaller deformations than for a calculation according to the linear static or second-order analysis. How is this possible?
How does the activation of the precamber imperfection work?
Are the models and presentations from Info Day 2020 freely available, and can you send them to me?
Can I optimize all cross-sections in my model quickly using internal forces?
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