for a raised old queenslander timber house on steel stumps supporting only by piers (no slab), are you connecting all piers (being concentrated loads) as described in as2870 3.10.1? I know of a lot of engineers that are not doing it and think it is not required. turns a simple house raise into...
Im afraid i only have approximately 1.5-2m to bedrock, and maybe not enough depth to achieve this uplift resistance. rowing, where can i find the formula to calculate the uplift force/pressure caused by the soil swelling on a pier? Csnnot find in 2870.
can someone point me in the right direction of how to design house piers in E class soils with AS2870? I have heard of people sleeving piers to create a "frictionless" surface between soil and pier to limit movement. Is this essential? Is the other option to make the piers deeper to...
Apology accepted. Please accept mine. Have talked the client out of this anyway. For it's intended purpose it was a silly design. Another win over the architect!!
Sorry I thought the idea of a forum was indiscriminate no matter the question? But you contradict yourself by saying "IF he is right"? So in fact by stating that, it sounds like you don't know either. If it's as easy as that, that's great, I'm happy. It didn't need a dickhead response from...
Hi Guys,
Imagine a simply supported rectangular hollow steel beam which at mid span has been cut in half. One half of the cut beam is sloped down at 15 degrees and would then be full strength butt welded to rejoin the two beams ie the two supports are at different heights (though its not welded...
thanks for input aaron. not keen on lowering waffle slab thicknesses any lower than they are through analysis. they are thin enough. Just trying to do work with the info we are given. it makes perfect logical sense to lower pad depth with step downs. builder telling me he has never done this...
I was under the impression that step downs in waffle pod slabs would also require the pad to be stepped down to maintain a constant beam depth. this is how i see it in the standard details given in as2870. for example, if we have a 385mm deep waffle slab with say an 85mm step down to a corner...
When designing a hot rolled portal frame shed, we are required to design bracing for longitudinal wind in the form of a simple truss with struts and angle ties etc....EASY!!! Can someone please tell me why no engineering that i have seen for cold formed sheds seem to make allowance for this...
Thanks asixth, that makes it a little clearer after reading all that. My concern is designing a cold formed portal frame with a moment base connection. The column base connection comprises of a large bracket cast into the concrete with each flange of the bracket being bolted to the two column...
Is there any reference in any aussie code or manual to design a portal frame with a semi-rigid base plate connection? Would anyone know how to do this/analyse in space gass?
