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I have this glass balustrade, 1.5m interval of steel plate supports (post).
The laminated glass will be loaded with dead load (selfweight), wind load (1.1kPa) and live load of 1kN/m (at top).
If I model the glass in staad pro, do i need to combine DL, WL and LL in my load combinations in order to get the stress of glass? And is it correct to add supports at the top of my glass model?

With regards to the steel plate support, where do I transfer the load from glass to the steel? The loads will be point load?
Do I model the steel support as fixed at the bottom and pinned at the top?

Thanks in advance for your help.


Can't help with the modelling issues but this just seems like a problem screaming for a load test. Any reason you can't do a mock-up and have it site and/or shop tested?


Quote (astridmcb)

With regards to the steel plate support, where do I transfer the load from glass to the steel? The loads will be point load?
Do I model the steel support as fixed at the bottom and pinned at the top?

Based upon the section you provided (and assuming the balustrade is long) the glass spans vertically from the base to the alum handrail, and the handrail is supported by the steel plate supports. So the steel plate supports shall be FREE at the top and FIXED at the base - i.e. cantilever.

The glass will provide a uniform line load to the alum handrail, with resulting point load to the top of the steel plate support.

You need to look at the base connection of the steel plate support to the concrete upstand - with a central line of anchor/s you will need 100+mm of plate width.

Are you responsible for the design/spec of the glass? Usually that is the responsibility of the glass manufacturer.

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