Thank you all for the help and suggestions. Just a standard SOG for a warehouse type building - but an older post was hanging in my memory - the CRSI comment helps clear that. Thank you.
I remember a thread here that included a statement that the USA Corps of Engineers requires two layers of steel reinforcement for 8 inch slabs on grade, where such slabs are designed to be reinforced, and I cannot find this requirement now.
Can a 8 inch slab on grade designed for forklift...
Say a typical water or waste water tank
-- no cover
-- no fill
-- 30 ft tall, 100 ft daimeter
-- 100 degree day and water of 70 degrees, outside of wall 100 degrees F plus, inside 70 degrees F +/-.
Is the temperature gradient 30 degrees F or do you also look at a factor "kt" to reduce...
Sorry,
The question is do you include thermal loads as a load case - I have been told not required based on experience - but would like to prove this to myself first.
When I preapre a model I get signficant hoop forces and hoop larger than the forces from the water pressure.
Just concerned on...
PCA Tank Manual Circular Tanks
Article 18 Temperature
My co-workers tell me this is not a big concern and use silos as an example.
But when I run a FE model for the water tank - I get significant hoop stresses and hoop moments - and I cannot just let this go.
Any experience would be...
Switching from the PCA manual to an anlysis program.
Going to show that I have frogetten all my mechanics of materials.
Results inclde "Vertical Moment", "Hoop Moment" . . .
Are these additive vertically or is the "hoop" moment an additional horizontal force?
Do you typically get large "hoop...
I have walls both parallel and perpendicular to the roof purlins, thus I am trying to allow vertical deflection and designing as a shear wall for the inplane loads.
I had detailed a totally free system with fluorogold bearings (a tip I found at this site) but it just seemed to be too...
Thank you all for the help
I have been told L/600 in a previous employment as a rule of thumb - but the MBM do not want to cooperate and can usually convince the architects to lessen the requirement.
Again Thank you.
Interior non bearing walls inside pre engineered metal buildings.
Realitvely tall - 20 feet.
Is it better to design as free standing cantilever for seismic loads or
brace the top of wall with slotted connections for vertical loads and design for all in plane and out of plane loads?
Thank you.
