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Hi guys, Currently working on a portal frame factory founding in very poor soil conditions, supporting heavy stacking loads. The site requires approximately 2.3m of fill over soft compressible clays, and the soils report states that due to long term settlements in the clay layers the floor slab...

Hi guys, I have a job where I cannot increase the slab thickness enough to satisfy punching shear requirements. I have never yet had to deal with punching shear reinforcement as I usually prefer to increase the slab depth or provide a drop panel, but in this particular job it cant be achieved...

It says in the documentation that if you specify a rectangular beam then T-beam action will automatically be accounted for, and that if you specify a T-beam then the flanges will be ignored when overlapping the slab etc. Based on this I thought that I should get the same answers for beam forces...

Hi Guys, Just hoping somebody could shed some light on how they would figure out the effective length of a sign post such as the one shown in the attached sketch. The only lateral restraint is provided by the adjacent column, and linked together by the intermediate framing members. We do quite...

Hi all. We have been given the job of checking an existing steel portal frame factory that was never certified. It has quite an odd layout of lateral bracing, and the portals consist of square hollow section flanges with corrugated plate webs, 1500mm deep overall. Anyway the last thing to verify...

Firstly I would like to note that this question is purely academic and for interests sake. For punching shear calcs I follow the formulas in AS3600, which dont have any terms that account for longitudinal reinforcement passing through the critical shear plane. This leads me to believe to that...

Hey guys, Is there any reference to partial composite action for concrete members, designed to as3600? Specifically its for a secant pile wall, and due to complications on site (piles must be scabbled back because they were out of plumb), we must make the wall act composite with the spray wall...

We have been asked to check if two 460UB67s will work for supporting a 15m tall x 3.55m wide sign. We usually do big monopole signs which have circular posts, so the member capacity is equal to the section capacity. On this one however Im not quite sure as to what to take as my effective...

Hey guys, We have been forced to model a propped sheet piled wall in Wallap. The soil is composed of loose sand for the top 1.5m, with medium dense sand below (with a SPT value of 11). In wallap the user must input whether or not the soil is overconsolidated (OC) or normally consolidated (NC)...

Hey guys, We have recently purchased wallap and have a question for the regular users. We have a sheet piled wall retaining 3.2m of loose sand. First stage is to excavate to 1.4m and install walers at 1.2m depth. 3m wide battered slots are then excavated to the full 3.2m at 7m centres and...

Hey guys, I am trying to find out the properties of 'plexiglass dual colour' as we have to use it for a sign that will be attached to a highrise building. I have searched everywhere and wondered if anyone here has any documentation on it, while I wait for a reply from Evonik industries (Could be...

Hey guys, We are trialling ram concept and keep encountering a problem. Im doing the most basic of slabs (say 2m square, 200 thick), supported on columns in each corner. Before I run the design I put in N20@300 top and bottom for reo, with the top bars cogged 90 degrees and the bottom bars...

Just looking for this to be cleared up. In as4100 it has requirements for biaxial bending depending on whether or not the section is compact etc. For a CHS I would have thought these would not apply, since a resultant can be found from the moment components, and the problem reduced to uniaxial...

A builder just mentioned to us that he has heard people saying that mesh is not allowed as the primary reinforcement in suspended slabs in the new AS3600 code. I have only briefly looked through the code (mainly the new fire requirements), so can anyone help point out whether or not this is true?

Hey guys, does anyone have any references regarding typical custom CHS sizes that can be produced (larger than the normal sizes) for australian steels?

Hey guys, Purely academic question of interest here. If we have a pure liquid retained in a vertical form (neglecting arching and wall friction etc), does the thickness of retained liquid place any limit on the maximum pressure? For example say I have 1m x 1m form that is retaining a 10mm...

It says in the documentation that if you specify a rectangular beam then T-beam action will automatically be accounted for, and that if you specify a T-beam then the flanges will be ignored when overlapping the slab etc. Based on this I thought that I should get the same answers for beam forces...

Hey Guys, might be a stupid question, but are the formulas for calculating the effective flange width of an inverted L beam the same as for a standard L beam? All the examples I have seen are when the flange is in compression. Basically I have an upturn at a slab edge and want to know how much...

Hey Guys, Looking at getting some software for PT design and have a question about RAPT. Just wondering if many people use rapt for complicated transfer slabs (lots of transfer, soffit and top steps, slab folds, irregular column / wall layouts)? We have only really used the EFM for more...

Hey guys, Just looking for a reference on how cracking effects a slabs torsional stiffness? For designing slabs we currently (and conservatively) set the Mxy stiffness to zero, so that it doesnt pick up any twisting moments. Does anyone know if any of the current FEM programs reduce...