no that would then be 2.24LOL. QUICK!, recheck your calcs and multiply by 1.4 and 1.6
Cracks under Steel Beam
- Thread starter billm
- Start date
To be strictly accurate the numeric value used as a factor of safety varies greatly accoirding to the situation.
1.4 & 1.6 are used fr respectively dead and live loads for steel and concrete using limit state design. Further factors are then applied to the material strengths
We'd use 3 typically for bearing pile design, (sometimes 2.5 dependant on pile type) and 10 IIRC for lift cables.
Sometimes the value is actualy zero, Ie the load is ignored
1.4 & 1.6 are used fr respectively dead and live loads for steel and concrete using limit state design. Further factors are then applied to the material strengths
We'd use 3 typically for bearing pile design, (sometimes 2.5 dependant on pile type) and 10 IIRC for lift cables.
Sometimes the value is actualy zero, Ie the load is ignored
And of course if you are Eurocode slanted 1.35 and 1.5 spring to mind
Or 1.35 and 1.5 depending....LOL. QUICK!, recheck your calcs and multiply by 1.4 and 1.6
5950 for me. I voted Brexit.
Anyone else wondering if the strucure has collapsed yet?
Like Britain, I think these things rarely collapse, they just gently decline.
Lol. Too right.
And if there were better builders running the job, it would be the best installed beam in the world.
You need to have more patience.
Trumps a builder
I've heard that by using the Eurocode for steel, a designer could save 5- 10% of weight of steel used in a large framed building.
But its really intended for spreadsheets, as doing EC3 calcs by hand can be fiendishly difficult. The old BS codes are a bit easier in that respect, though they are now obsolete, but you can use them for work in existing structures.
One advantage of the Eurocodes is that the partial safety factors seem to be the same for all loadings (someone correct me if I'm wrong), but mixing - say - the BS limit state approach for steel with the permissible stress design code for timber complicates things a little.
Just in a bit of a lull at the moment Tony, sure to rise again.
Hopefully!, if we get the right people in.
The builder was asked for the SE calcs following the BC visit, nearly 2 weeks ago, and despite regular requests still has not provided them. He has been on-site and commented "I'm dealing with the calcs and am confident everything is OK" We will continue to request the calcs and see what BC say when/if they see them.
There has been no further movement or cracks since.
In the meantime, I think it would be prudent to have another SE do some calcs and see if they agree with the builders version.
The property is in Manchester, and the issues raised relates to the beams & padstones supporting the flat roof extension and full width bifold doors as shown on photos posted earlier and the queries raised.
If any SE on here wants to quote send me a msg, they will need to go onsite to see the beams and padstones currently in place and do their own measurements. The original house walls are still in place, there has been no knock-through yet. Obviously we expect to pay for these 2nd set of calcs.
There has been no further movement or cracks since.
In the meantime, I think it would be prudent to have another SE do some calcs and see if they agree with the builders version.
The property is in Manchester, and the issues raised relates to the beams & padstones supporting the flat roof extension and full width bifold doors as shown on photos posted earlier and the queries raised.
If any SE on here wants to quote send me a msg, they will need to go onsite to see the beams and padstones currently in place and do their own measurements. The original house walls are still in place, there has been no knock-through yet. Obviously we expect to pay for these 2nd set of calcs.
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