ONENGINEER
Geotechnical
For foundation wall design with drainage facilities, two rule of thumb design procedures were found.
1. assuming a 400 psi uniform rectangular pressure behind the walls for both static and seismic conditions
2. assuming an active triangular ka.gama.H pressure for static superimposed by an inverted traingular of 0.5.ka.gama.H for seismic condition.
Is there any other procedures and which of the above is more realistic? Thank you.
1. assuming a 400 psi uniform rectangular pressure behind the walls for both static and seismic conditions
2. assuming an active triangular ka.gama.H pressure for static superimposed by an inverted traingular of 0.5.ka.gama.H for seismic condition.
Is there any other procedures and which of the above is more realistic? Thank you.