Hi all,
I'm working on a project where a building's facade system is to be connected to a slab which rests on steel I girders. The designers had initially recommended an HAC-50 type anchor system (see image below). Trouble is, the slab in question is only 60mm thick (no idea how or why but the...
Not a big SAP2000 user but so far as I'm aware, CSI's manuals refer quite frequently to Ed Wilson's books and research so that might be a good starting point for understanding some of the software's inner workings (here's a partial online version of one of his books...
Thanks for the reply rb1957. Although I'm still a bit lost since your explanation in #1 seems a bit circular - Kt is defined in terms of nominal stress and nominal stress is the stress that Kt is based on...
I wasn't aware that the term 'reference stress' wasn't used much. I suppose it's...
Hi all,
Couple of questions here:
I've recently started working on a project concerning limit analysis and keep coming across the term 'reference stress' (Or 'nominal stress'). Most of the literature I've gone into so far give only vague hints as to what it actually is ( stress far away from...
Hi all,
Title says it all. Basically one of the options proposed for a plant room project I'm designing was that of a PT slab foundation. I'm a bit concerned since the plant will include heavy machinery with not-insignificant vibration potential.
My gut feel is that in the (very) long term...
Hey all,
I'm designing a precast hollow-core slab with a 60mm topping using Australian standards and while calculating shrinkage a thought occurred to me - when the topping is cast, the hypothetical thickness (or notional thickness) of the HC slab should increase since the top of the slab is no...
