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<p>Connection modeling and analysis are vital parts of the design of steel structures. The paper introduces the stakeholders participating in the design of steel structures and their joints. Then briefly describes the motivations and requirements of the three key stakeholders, inputs they use, and outputs they produce. The data needed for connection design are presented, as well as the possibilities of their sharing. A comparison and impact of three different levels of BIM implementation is demonstrated in practical case studies.</p>

This paper focuses on discussions about establishing the design resistance of hollow section joints, which have now been ongoing for 30 years. The question arose once physical experiments could be replaced by numerical tests and was temporarily solved by agreement on a displacement limit within the IIW. With the advent of design using finite element (FE) solutions and the use of high-strength steels, this question is being raised once more. Many design guides and standards with considerable international consensus are now available for the design of welded hollow section joints in onshore and offshore construction. However, they typically cover relatively standardized joint types, geometries and loading cases. In the event of unusual joints it is now common for finite element modelling to be performed, but specific guidance needs to be provided on acceptable FE modelling procedures and the interpretation of the output in order to determine a suitable joint design resistance. With this objective in mind, this paper describes appropriate FE modelling and ultimate limit states that can be used; in particular, a 5 % ultimate strain limit state. Application of these ultimate limit states is demonstrated using validated FE models for RHS-to-RHS (rectangular hollow section) X-joints, with braces in axial compression and tension, and brace plate-to-CHS (circular hollow section) joints with braces loaded in axial compression.

This paper focuses on discussions over establishing the design resistance of hollow section joints, which have now been ongoing for 30 years. The question arose once physical experiments could be replaced by numerical tests and was temporary solved by agreement on a displacement limit within IIW. With the advent of design by finite element (FE) solutions, and the application of high‐strength steels, it is being raised once more. A number of design guides and standards, with considerable international consensus, now exist for the design of welded hollow section joints in onshore and offshore construction. These, however, typically cover relatively standardized joint types, geometries and loading cases. In the event of unusual joints, it is now common for finite element modelling to be performed, but specific guidance needs to be provided on acceptable FE modelling procedures and the interpretation of the output, in order for a suitable joint design resistance to be determined. Towards this objective, this paper describes appropriate FE modelling and ultimate limit states that can be used; in particular, a 5 % ultimate strain limit state. Application of these ultimate limit states is demonstrated using validated FE models for RHS‐to‐RHS (rectangular hollow section) X‐joints and branch plate‐to‐CHS (circular hollow section) joints, with branches loaded in axial compression.