The architect has handed you floor plates, and you need to figure out whether a moment frame system will work for seismic resistance. The problem? You don’t have member sizes yet. You don’t know the period. And without the period, you can’t pull loads from the response spectrum. Classic chicken-and-egg.
Most of the time, our building beams are slender enough that shear deformation is an afterthought. We worry about flexural stiffness, slap on a deflection limit, and move on. But as soon as you start working with deep transfer girders, perimeter spandrels, or short plate girders, ignoring shear deformation can quietly under-predict drift and member demand.
How many times have you been up against a deadline and just idealized a connection as “pinned” or “fixed” to get the analysis to run? For decades, this simplification has been the bedrock of frame analysis, a necessary shortcut when we were armed with little more than slope-deflection and moment distribution. But in today’s world of performance-based design and powerful FEA software, clinging to this binary view isn’t just conservative—it can be inaccurate and uneconomical.
You’ve built a complex model, the render looks fantastic, and the software spits out pages of data. But deep down, there’s a nagging question: can I really trust these numbers?
You’ve built the model in your go-to software, the geometry is correct, the loads are on, and the analysis runs without errors. But deep down, there’s a nagging question: does this model truly represent how the building will behave? Gaining real confidence in our structural models means moving beyond the default settings and challenging the convenient assumptions we often start with. It’s about embracing the philosophy of engineered precision found in Part 4 over the prescriptive paths of Part 9.
When a new set of professional practice guidelines drops, our first thought isn’t always, “Great, more reading!” But when it comes to retaining walls in British Columbia, ignoring the rulebook isn’t an option. These aren’t just gentle suggestions; they are the standard of practice we, as Registrants of Engineers and Geoscientists BC, are required to have regard for.
NBCC Part 4 can be dense. When you get to wind loads in Section 4.1.7, it’s a flurry of equations, factors, and tables. You know the rules are in there, but what about the ‘why’? Why is the gust factor 2.0 for the main system but 2.5 for cladding? When do you really need to jump from the Static to the Dynamic Procedure?
I’m Arun Kishore, a Professional Engineer based in Vancouver, BC. I specialize in structural engineering for LNG facilities, civic water infrastructure, and advanced buildings — with a passion for automating the tedious stuff so engineers can focus on what matters.
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