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I know this is not the exact existing foundation that you have but I dont have a your exact details like wall and foundation section. But this is what we normally do it but I would remove the existing floor or atleast part of it. So see my link below I dont agree to do mass concrete as you are...

We have a similar situation, if I understand your discription correctly and We have done this before by the way, we need to increase the size of a cellar under the house the celler foundation act as support for the rest of the house above. We need to increase the depth of the cellar with around...

We have a similar situation, if I understand your discription correctly and We have done this before by the way, we need to increase the size of a cellar under the house the celler foundation act as support for the rest of the house above. We need to increase the depth of the cellar with around...

Hi It would be nice to hear some thoughts. We are a fairly small company doing pretty well we have been in the business quite a while and getting a lot of work with out needing to market. At the moment our target is upmarket residential some commercial and so on but nothing big. I want to...

Hi guys I have been struggling with the correct procedure to calculate if a masonry wall is able to withstand a bolted steel frame cantilevering from the side of it. We have done a lot of masonry wall panel design cracked sections uncracted panals etc. But not sure about this one. Cause I can...

I am designing floor beams but on a span of around 9m.

Hi All Let me put it this way I have done what you propose to do in the past. My situation was were we had to move a wall to the end of a cantilever floor or edge but the supporting wall underneath was 2m away from the edge of the cantilever. So we casted a beam as an up-stand that can carry...

Hi All I just need some advice I need to design a cold formed lip channel front to front, but because of the section seen as a custom section in my design program (Prokon). I can not check the section in the strength checks. I will have to do it by hand but don't have the time. So can I check...

Thanks Saplanti I did. But I would not say that the forum does not help, confirmation is more what I was looking for, which I got, so thanks guys keep posting I love this forum.

Thanks Guys. Just to some up. As far as I know the Modules of elasticity (200) is the slope of the stress strain graph so if this mat is the same as the 200 then I agree the stress vs strain graph should look the same (have same slope) and the strain will increase or decrease all the same as...

Hi All I need to manually enter a stress vs strain curve for steel material G550 apparently it is mostly used for cold formed sections. Because of its min BMT (base metal thickness) of 0.42mm it does not comply with South African standard of min 0.5mm. It is under amendments. However as things...

Hi Guys I need some advice. If you cast a strip foundation say 750mm X 300mm deep and you have your nominal steel in and a pipe like a water pipe needs to run through it. On top of the foundation a foundation wall is built 110 brick 100 filled cavity and 110 brick to plinth level. Now do you...

Thanks Guys

If you put it in terms of numbers. You have your simply supported beam, max bending moment would be in the middle, of let’s say 30KNm now you designed your beam according to that and your deflections is like 1mm. So if you make the connection a fixed end connections you would normally now have...

All I want to know is in all cases, long beams with loading that deflect more or short beams that does not deflect at all or almost nothing, will the moment always transfer to the connection if it has a fixed connection and then transfer to the support whatever it may be a post or a column etc...

Let me put it this way if you could design a beam that is simply supported and you over design it massively and you could get a beam so stiff that the deflection in the beam is 0. Now you design a connection that is a fixed connection, let say the beam is a massive I section and the span is like...

Hi Guys I have a question and seems I get a lot of uncertain answers from other engineers not on this forum. So if I could ask please try not to be vague. If you design a beam member as pinned supported at both the ends and you use a fixed connection and not just a normal pinned would that...

The thing is I can’t find the drag in the code and I agree with you (rowingengineer) that drag would have some effect but that is my question will it be more than across the 6m direction? But then I also agree with Ron, my initial understanding, because that is what the code allows for but I...

Hi Guys I did a wind loading model on a Duo-pitch canopy 6m wide X 50m long, pitch is 2 degrees and I loaded the canopy as per our design code in South Africa. Which is up lift, down force, then up and down force on only the one half of the roof or one side of the ridge. So what about "draft"...

Ok let me change the scenario. The base is 650mm deep and the base plate is 150mm from the surface. So imbedded 150mm into the concrete base. The base remains 1m x 1m.