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...
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...
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...
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?
I am an Australian forum user and I was after some info on the existence of a timber epoxy used to fasten threaded rods into timber beams. Does it exist? Are there technical resources available with design pullout values etc? I know tasbeam used to publish design data years ago using a hilti and...
I am an Australian forum user and I was after some info on the existence of a timber epoxy used to fasten threaded rods into timber beams. Does it exist? Are there technical resources available with design pullout values etc? I know tasbeam used to publish design data years ago using a hilti...
Does anyone know the deflection formula for a single point load at mid span of a double span beam? That is, point load is in the middle of one span only. Thanks.
Need help here guys.....If I have a large concentrated uplift force, say 10t, in a house built on a reactive clay site, where one would need to allow for this amount of tiedown with a bored pier say, how will this pier influence the slabs ability to perform as a free floating ductile element...
