Eurocode 1 gives the actions of vehicles in buildings: "table 6.7 - Traffic and parking areas in buildings".
Category G is for "medium" vehicles with a weight between 30kN and 160kN.
As examples are given: "delivery zones, zones accessible to fire engines (<160kN gross vehicle weight)"
But what about larger vehicles?
In traffic, the vehicle weight can be more than 160kN. Lets say 3 rear axles of 100kN each.
I suppose a firetruck can be more than 160kN?
Lets say you have a large building with a basement and the basement is larger than the building area.
It is possible a firetruck, a "moving vehicle" (possible with elevator), a delivery truck,... can drive over the basement.
What loads should be used in this case? It is still a traffic area and not a bridge.
Should the exact loads being used?
i was wondering could i have some of your thoughts on the following in relation to the analysis of a horizontal rigid floor diaphragm over a transfer structure or maybe someone has come across it before. If you have a shear wall layout at different floor levels on upper floors on a structure which the location of the bracing walls mirrors each floor level i.e. shear walls are in the same location the entire height of the building. However when you get to lower level the walls become blade column, thicker walls and some are located in different areas i.e. thus the horizontal load distribution on the lower floor level where the wall has change would be different to the walls above. For the lateral load distribution analysis of the lower wall level diaphragm, to find out how much load is allocated to each wall depending on its stiffness, would you apply the total horizontal load for the upper levels at the centre of rigidity of the upper walls, at the centre of rigidity location on the lower level diaphragm as one force in each direction, then just analyse the lateral loads at the lower level which are applied directly at that level separately.
I have previously always placed the total lateral load over transfer levels at the centre of rigidity of the upper wall layout., however now I am not too sure? Has anyone ever come across this in the past, analysing using hand calculations rather than software.
As a really simplistic example basically if You had say a 30m x 30m square area on plan forming a floor diaphragm on upper levels of a building. At each one of this those levels You then have one bracing element only in the right hand corner of the 30m x 30m square. From this You apply say evenly distributed horizontal wind load across the face of the level applied at the centre of pressure I.e. Say 15m in from each side, the bracing member in the corner then takes all the loading based on its stiffness as per any general shear wall layout. The horizontal load acts at the bottom of this wall, and this diaphragm has a shear centre or centre of rigidity (say it works out at 3m in from right hand side as an example) at which the overall load acts away from the centre of pressure which is where eccentricity causes any torsion etc in the diaphragm.
So when you get to the bottom transfer level which is still a 30m x 30m square, however on this level you suddenly have 2 bracing elements one on the right hand side and one on the left hand side this time, thus the shear centre or centre of rigidity changes of the wall stiffness of the diaphragm changes, so my issue is that the loads applied directly at that level to the face of the transfer level are placed at the centre of pressure at that level say again 15m in from either side. However are the loads from the levels above which are also transferred through this level applied at shear centre of the above wall system (in this case say 3m in from right hand side as above) or at the centre of pressure on the wall system above which would be 15m in from either side?
I would have thought that the total horizontal load above are applied at the shear centre of wall system above on the plan of the transfer level wall system below? And that's what I have assumed in the past when we construct buildings with transfer levels. Thanks in advance for any reolys on this one.
Thanks for the reply. However i have found some guidance in the new concrete society design examples manual. They have used the section 6.2 of ec2 to calculate the horizontal shear capacity of the wall, taking allowance for the axial load acting down on the wall as per any shear capacity calculation, thus i think this is correct.