skeletron
Structural
- Jan 30, 2019
- 881
I'm wondering if anyone here looks after steel storage racking. I'd like to pick your brain a little bit on a few items as listed below:
1. What is your source for the manufacturer's data for the brace/column shapes? This information must be hidden behind lock-and-key because we have one coiled notebook at the office with capacities and I almost destroyed it after a misguided gulp of coffee.
1a. I know they are generally treated as braced frames, with the columns taking negligible bending. Is this assumption valid? Or is the negligible bending somehow built into the axial capacities given by the column? To me, when you graph them out, it looks like the standard buckling curve.
2. CSA S16 now has an Annex that spells out a bit more of the design procedures that are acceptable. I'm wondering how designers treat the tall racks (>13 feet approx) where dynamic analysis starts to kick in. How are you modeling the stiffness of the shapes given that their complexity (bends, holes, no info, etc.).
3. How are you treating tall racks when it comes to the slab loads? I'm looking at one right now and it's blowing up in the back-to-back setup when I compare it to the PCA charts. I'm comfortable telling the client to reduce the load, but there's a reasonable limit before I start to second guess whether my analysis maybe needs to be more precise (ie. modelling for piece of mind).
1. What is your source for the manufacturer's data for the brace/column shapes? This information must be hidden behind lock-and-key because we have one coiled notebook at the office with capacities and I almost destroyed it after a misguided gulp of coffee.
1a. I know they are generally treated as braced frames, with the columns taking negligible bending. Is this assumption valid? Or is the negligible bending somehow built into the axial capacities given by the column? To me, when you graph them out, it looks like the standard buckling curve.
2. CSA S16 now has an Annex that spells out a bit more of the design procedures that are acceptable. I'm wondering how designers treat the tall racks (>13 feet approx) where dynamic analysis starts to kick in. How are you modeling the stiffness of the shapes given that their complexity (bends, holes, no info, etc.).
3. How are you treating tall racks when it comes to the slab loads? I'm looking at one right now and it's blowing up in the back-to-back setup when I compare it to the PCA charts. I'm comfortable telling the client to reduce the load, but there's a reasonable limit before I start to second guess whether my analysis maybe needs to be more precise (ie. modelling for piece of mind).
