Hi
I will say yes.
I use computor aided softwere for a long time now, so I might be wrong, but in first principle you use the compression strength of the concrete only unless the beam is overstressed.
cheers
Hi all,
Background:
A client of mine got me involved in a small structure that basically exist out of a single garage front section. His client, an insurance company, requested him to redo the brick work higher than the plinth wall as it had a serious crack in it. However, he disagreed and got...
2 x 3m = 2000 x 3000mm
1ft = about 320mm
3000 / 320 = 9.375 ft
or
2000 / 320 = 6.25 ft
Sizing can not be correct - ???
I worked in emperical ft
It's such a small area, move the machine, or google micro piling, I never used it but could be the answer
Gum pole - trunk that was debarked and treated ready for stuctural use, otherwise not cut in planks
Yes, the "short props" remain in place, but it is thick rebar (25mm) that is wedged in with timber wedges on both heads (hold in place with nails)
A client of mine have totally messed up a design of mine.
Description of designed structure:
8 x 6 metre corrugated iron roof fitted in a LAM beam frame
LAM beams are 365x102 Grade 8 CAPE LAM
Rafters in frame are 288x70 Grade 5 SAP and span in the 6m length with 75x50 G5 SAP purlins transverse...
What we have done very successfully is using 25mm rebar and small timber wedges as short props.
Then we knock out pockets in the brick work to install the props before we knock out the rest of the beam volume. Use plastic sheet between the soffit of your beam and the brick work that must be...
Gosh, that is a hard one, failure is failure. Failure of an element is failure of the purpose of the element which might deem it unsafe, localised failure could be contained– so it is hard to comment with limited info.
What is the consequences of further failure?
Is further failure possible?
Update for the interested ones out there
I eventually called the original engineer that designed the pole for quoting purposes ect, it happen to be that the contractor have included his preliminary drawings in the quote and the client have "stolen" the design, however, his design should have...
Hi D,
See you into Structural design....
I do not know where in the world you come from but,
I work in South Africa in the cheaper residential structures and galvanizing are often prompted to be expensive and "the ordering of it" time consuming, therefore we paint most of our structural steel...
Hi,
Some of the cable connections are not destroyed, I think they contractor neglected to connect it, thus the steel frame was subjected to longer spans while casting the concrete, obviously will lead to failure………it not designed for that spans,
If you need a special method to construct a...
the SABS 0100-1 say area 0.4 – 6% for cols in vertical,
max spacing of vert bars 300mm (out of my head), I won’t bundle if I can spread them,
less grip in concrete, and I’m not genius enough to do that calc.
Anyway, we are busy adopting all the euro codes here, I don’t know if you would accept...
Hi,
Some “person” force me to quote on this pole – for some reason he don’t want to go to any other ENG, I haven’t done this kind of work before so please help me with a few tips. (My experience is more with concrete, timber and isolated steel beams and cols, but I’ll like to do this thou, with...
Hi DEJ123,
If this column bother you, make a few assumptions (to side step the unanswered Q’s) and calculate if it could fail in pressure…..or rather, this is an option out.
This is what I suggest:
Assumptions to be:
It’s a short col, No moments or lateral forces present, it’s an old...
