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...
If you look at the differential equations that govern plates, the load is distributed into 3 components, Mx, My and Mxy. Provided the slab has enough ductility the applied load can be resisted by a combination of these components. In the traditional strip based methods, all of the load is...
As of now, the slab is conventional RC because this is what the client wants. We are however going to give a PT option, so it could end up that way. Are you asking that in regarding to utilising the precompression into the Vuo calc?
Thanks for the reference to AS1170, that was what I was...
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...
If it is new to you then definitely don't try to model it in FEM. Far too many inputs and you will generally just get garbage out. Doing a basic analysis of the wall depends on the soil properties and number of anchors (cohesive/non cohesive, drained/undrained etc). If there was a soils report...
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...
The only time I have seen the lateral capacity be smaller for larger diameter piles is when using Broms method. This is because the top 1.5D of soil is neglected in the analysis, so for certain cases it gives a smaller capacity for the larger diameter pile. In these cases I usually just use the...
Ozy, as people have said its great that you want to learn for yourself and understand whats going on. I fully advocate doing the proper and "Accurate" calc a few times so you have a feel for the values.
However, once you have been out of university for a while, you will being to realise that...
"We tend to measure with a micrometer
Mark it with a crayon
and cut it with an axe.
That's the process from design through construction.
Significant figures mean very little in the whole scheme of things, particularly with building construction.
Why is it necessary to compute stresses to two...
csd72,
The girts will be fixed off to the beams with purlin cleats and a single bolt. As for "What stops the beams buckling in both directions?", thats exactly what I am thinking too. It seems like in reality it will be better off than a unsupported 15m cantilever, but quite worse than being...
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...
Having never used the software before, how does ROBOT calculate deflections? Is it just elastic deflections or does it try to allow for cracking and shrinkage/creep?
Abusementpark,
We have access to a different concrete fem package but typically don't use it for design. Generally we cover the slab in 1m to 3m wide strips and use the integrated forces from the output into a spreadsheet.
As a point of interest, what is the general workflow for the programs...
thanks for the responses guys. We usually dont use wallap and only use hand calcs. We originally did this wall with just hand calcs but the geotech engineer wanted us to use a wallap model taking into account soil deflections and excavation sequences.
