Retaining wall with shear key sliding (LRFD)
Retaining wall with shear key sliding (LRFD)
(OP)
Guys,
If I am understanding correctly the friction coefficient in front of the shear key is soil to soil (approximately TAN phi), and the friction behind the shear key is concrete to soil (approx 2/3 * TAN phi). My question is, how do you split up the vertical forces? How much contributes to concrete to concrete and how much to soil to concrete? I want to hear all of your opinions.
If I am understanding correctly the friction coefficient in front of the shear key is soil to soil (approximately TAN phi), and the friction behind the shear key is concrete to soil (approx 2/3 * TAN phi). My question is, how do you split up the vertical forces? How much contributes to concrete to concrete and how much to soil to concrete? I want to hear all of your opinions.






RE: Retaining wall with shear key sliding (LRFD)
Mike McCann, PE, SE (WA)
RE: Retaining wall with shear key sliding (LRFD)
RE: Retaining wall with shear key sliding (LRFD)
Well take the force from the soil pressure prism in front of the key and apply the soil to soil C there, and use the soil to concrete for the force from the pressure prism at the heel and apply the soil to concrete C.
I normally just take the total force and apply the soil to concrete C. If a shear key is needed, then I try to have that take the majority of the shear force. The force generated by the key will transmit to the soil/soil interface in the rotational failure plane, so the majority of the lateral resistance is in the toe of the wall.
Heck... avoid all the hassle and just put in a slab!
Mike McCann, PE, SE (WA)