Site Stabilization Piles in Landslide zone

[nampar]

I have site stabilization piles in landslide zone. I have 2 rows of piles and am analyzing it as a moment frame system still I and am getting a 5 ft dia pile with insane amount of reinforcement. Has anyone met with a similar condition? I need some help brainstorming the solution.

 

[SlideRuleEra]

Evaluate heavy driven H-piling, including the newer large (16" & 18") sizes. Can probably drive a good many for the cost of 5 ft diameter drilled piers with insane reinforcing.

http://www.SlideRuleEra.net

 

[MTNClimber]

I agree with SRE plus driving will be much faster. Were the loads given to you or are you doing the stability analysis yourself? Post a cross section with some details of the site conditions and we may be able to help out some more.

 

[BridgeSmith]

We looked at using drilled shafts to deflect a slide around bridge piers (not even attempting to actually stop the slide), and they were massive, with a reinforcement ratio over 0.03. 'Passive' soil pressure generated by a slide is brutal loading.

We ended up kicking the slide mitigation to a consultant whose solution was a reinforced slope (MSE) below the slide and some tiebacks (rock anchors) in the middle.

Rod Smith, P.E., The artist formerly known as HotRod10

 

[Lomarandil]

Driven pile stabilization of slopes was my thesis topic.

For steel piles, you really need a very shallow failure surface with a competent layer directly beneath in order to generate any real stiffness for resistance.

The large loads and length to fixity usually kill the idea otherwise.

----
just call me Lo.

 

[STrctPono]

Yes. Please post a cross section. What is the size of the failure wedge that you are coming up with? Standard of practice for our company and the geotech we work with for stabilizing potential slide zones is to use soil nails and tiebacks.

I never go more than 2% reinforcing in shafts.