L/3 is a little much, it means that only a portion of your footing is in compression and a portion of it is not bearing at all... Have to be careful with that type of design. By using L/6, the load is effectively falling within the kern area of your footing and the soil beneath your footing is in some form of compression.
As per soil report for one of the project, we received the following information regarding concrete class in below ground:
Based on the test results, the materials tested are classified as Design Sulphate Classes are DS-1 (Total Potential sulfate < 0.24%) and the BRE Aggressive Chemical Environmental for Concrete (ACEC) class is AC-2r (for pH <5.5). These classifications can be utilized by the structural designers for the design of concrete elements in contact with the soil.
How exactly to inform the contractor to follow this class.
Do we need to indicate any special cement type or special design mix?
What exactly the above recommendation different than simply specifying the M25 concrete.
Please suggest any information to get knowledge on the above concrete class if possible.
If you are still looking for steel connection design software, i can recommend you IDEA statica. You can create any type of connection with it.
The software checks the connection via FEM.
Which countries National annex (NA) for EN 1993-1-1 refers to reliability class for selection of Execution class(EXC).
I have seen couple of NA which address consequence class for EXC selection.
First, some extra info:
*calculations should be made according the eurocodes
*calculations are made by Scia Engineer software
Some levels have 6 appartements.
I made 1 loadcase for each unit.
In total I have
- 54 loadcases (var load) for the floors + 1 var loadcase for the roof (split in office, appartement and roof cases)
- snowload on the roof
- windload for each direction
- 1 fixed loadcase for fixed floor and roof load
In theory, every loadcase (= load for a unit) should/could be combined with any other loadcase.
For a normal (linear) calculation, this isn't a big problem. The calculation doesn't take to long.
But the building has also masonry wall (load bearing). I should model these as non-lineair "only pressure" wall-panels in the scia software.
For this I should also make non-lineair load combinations. I have done this before: explode the lineair combinations (ULS and SLS) and use these exploded combis for the non-lineair calculation-combination. But this was for a smaller project.
For this project, when I want to explode the lineair combinations, I got the message I will have some 100.000 combinations. And this will take a very long time the create the combination. It still was'nt ready after 30 minutes. So, When I should start a non-lineair calculation with all these combiniations, I will take forever to calculate.
Is there something I can do to speed this up?
Taking loadcases together? Lets say: taking together all "unit xx1" loadcases for each level. Were xx is the levelnumber.
For the creation of the non-lineair combinations, I could also illiminate the non-critical combis but then I have to look for these.
Anyone have suggestions?