Retaining System Horizontal Deformation Criteria

[bdbd]

Hello,

I am looking for standards (official if possible) that states horizontal deformation criterias for retaining systems (pile, diaphragm wall etc.)

Thank you in advance.

 

[bdbd]

First one is from me: Ontario State
Page 4.

http://www.raqsb.mto.gov.on.ca/tech...57d9300696d1b/$FILE/OPSS.PROV 539 Nov2014.pdf

 

[ATSE]

This is a very broad question. Depends on what you're doing and what system you're specifying.
For shoring, the horiz deformation may be 3 mm if excavating near a sensitive existing structure on shallow footings. Not code-driven.
If an MSE wall in a high seismic zone, 50 mm may be acceptable. There is an inverse relationship between the permitted lateral movement and the design effective seismic acceleration on the wall (from earth pressure) per FHWA, Bray (UC Berkeley), and NCHRP 611.
For piles, IBC Ch 18 Section 1810.3.3 there is the ambiguous note about 1/2 load and 1" on an ASD basis for piles. A crude and not necessarily conservative interpretation of this is 1/2" lateral pile top displacement at ASD lateral loads.

 

[Okiryu]

bdbd, for retaining walls, see attached extract from Fang's Foundation Engineering Handbook...

 

[bdbd]

ATSE,

Thank you for your help, but it was not what I am lookin for. If you checked out the Ontario State Code I have shared, you can see what I was looking for.
Besides, as you said, Ontario state also stated performance levels.

Okiryu,

That table is for when the system reaches active state. It is not the criteria for maximum deformation.

I usually use 0.005H for this, but Client and other parties ask for references.

 

[Okiryu]

While it may be some codes which limit maximum deflections, I think also that the max deflection is controlled by the stiffness and the allowable stresses of the structural element...