assuming subgrade modulus for finite element foundation design
assuming subgrade modulus for finite element foundation design
(OP)
ok this is the procedure my officemate told me how to assume subgrade modulus (Ks) and just want to verify if you agree..
inially divide soil pressure by 0.5 in.. then use the Ks in the program.. if actual deflection is less than 0.5 in then your assumption is OK..
if actual deflection is higher then increase Ks.. redo the procedure..
any comments?
inially divide soil pressure by 0.5 in.. then use the Ks in the program.. if actual deflection is less than 0.5 in then your assumption is OK..
if actual deflection is higher then increase Ks.. redo the procedure..
any comments?






RE: assuming subgrade modulus for finite element foundation design
RE: assuming subgrade modulus for finite element foundation design
RE: assuming subgrade modulus for finite element foundation design
RE: assuming subgrade modulus for finite element foundation design
I have been following a similar procedure to you where I have been modelling the changing the value of the spring stiffness based on what I feel will be appropriate displacements of the foundation. Our geotechnical engineers don't give to much information on subgrade modulus.
RE: assuming subgrade modulus for finite element foundation design
DaveAtkins
RE: assuming subgrade modulus for finite element foundation design
RE: assuming subgrade modulus for finite element foundation design
RE: assuming subgrade modulus for finite element foundation design
Nomally checking the K value arrived at against published values just to ensure it is in the ball park.
Note: if bearing pressure is below 100kpa and the building is tall, get the geotech to return to site and test for this stiffness value.
RE: assuming subgrade modulus for finite element foundation design
RE: assuming subgrade modulus for finite element foundation design