## P-Y Curves

## P-Y Curves

(OP)

I'm after some assistance please. Firstly I've just started to get into pile design. Initally started with Broms to Brinch Hansen and now P-Y Curves. But I'll be honest, its a mind bender. I understand the concept in the sense that soil reistance is related to the delfection of the pile. however what is mind boggling me is:-

When a p-y curve is produced, is the P the resistance? defined as kN/m. but how does this relate to a ultisation ration? i.e. I have a set of springs all giving varying soil reistance kN/m, I'm trying to visualise this what is the collapse soil resitance figure?

Hope this makes sense and any advise on where to start would be greatly appreciated

When a p-y curve is produced, is the P the resistance? defined as kN/m. but how does this relate to a ultisation ration? i.e. I have a set of springs all giving varying soil reistance kN/m, I'm trying to visualise this what is the collapse soil resitance figure?

Hope this makes sense and any advise on where to start would be greatly appreciated

## RE: P-Y Curves

Upper case P is the load at the top of the pile, in kN. Lower case p is the soil reaction, in kN/m.

DaveAtkins

## RE: P-Y Curves

## RE: P-Y Curves

The analysis software could report ultimate capacity in a few ways. It might converge at a load of X, but fail to converge at 1.01*X. Or it might report an unrealistic deflection such as 1000 metres (or a million) indicating that the available soil capacity was insufficient to resist the applied load. As you increase the load, note down the deflection at the pile head and check it looks as expected - linear at low loads, then increasingly nonlinear, until failure when small load increase causes large additional deflection.

## RE: P-Y Curves

## RE: P-Y Curves

## RE: P-Y Curves

## RE: P-Y Curves

However I'm not quite sure what that means though in terms of design and resistance of a pile. Is the p-ycurve just stating the soil and pile will collapse anything above 22mm? I don't know? Even when you change all properties of the wall, I.e ht etc it just seems to be limited 22mm.

I'm definately missing something.

## RE: P-Y Curves

I think that if the pile deflects more than 22mm at any given point, one of the following will happen:

A) The soil reaction at that point will remain the same as it was at 22mm regardless if how far the pile deflects; or

B) The soil reaction will become zero at that point (local overstress of the soil). This doesn't necessarily mean that the pile fails because other springs may still provide sufficient support to the pile. Note that the available soil resistance increases with depth in the curves that you posted earlier. You can also easily picture loose soil at the ground surface being pushed away from the pile without any consequence if the pile is embedded deep enough.

So in case A, there is no point continuing the curve beyond 22mm as it would just be a horizontal line but the software is written to assume this anyway. In case B, 22mm is the point of *local* soil failure - but once again I'll say that this isn't necessarily failure of the entire pile. It would however be good practice to increase the embedment length or pile diameter if necessary to limit local failure to a small area near the ground surface.

## RE: P-Y Curves

I've looked into this abit more and I believe the reason it justs stops at 22mm is the fact the soil resistance remains the same. so even though the deflection can go up the soil resistance will stay the same. hence the two points on the y-graph. This is what you state in your point (A).

So lets just assume we are correct with point A, Exactly what does this mean in terms of F.O.S in the soil and resistance. This is my understanding: -

1. The 'pile' is designed obtaining the moments and shear in the pile, then using your code of your preference you design the pile with load factors and reduction factors. I believe this is straight forward enough.

2. The resistance to overturning (deflection) is a function of the soil resitance, width of pile etc and 'allowable deflection' of the pile. There are two ways to approach this method

1. you factor the loads up and check the deflection

2. you limit the deflection to what is acceptable and give yourself a F.O.S on the deflection.

3. The soil reistance (kN/m) is effectivley the resistance of the soil. for example if you divide the pile by an increment (this is effectivley the spring centres). Then for the above example lets just say at a depth of 5.32m, the soil resistance is 180kN/m (approx), lets say the spring centres are 0.1m. Then at that spring location the force is 180kN/m * 0.1m = 18kN.

The whole theory of the P-Y curves is a fucntion of the deflection of the pile and what is accetable. Its

NOTthis is the force on the pile, this is the allowable bearing capacity and hence here is your F.O.S. This is what I'm believing to think is correct???????Your thoughts would be greatly appreciated.

## RE: P-Y Curves

In AS 2159, see clause 4.4.7:

"...the design ultimate geotechnical strength for ‘short pile’ failure, in which the ultimate lateral resistance of the soil surrounding the pile is fully mobilized along the entire length of the pile."

This is what I referred to in my first post. In PYWALL, increase the applied load until the pile falls over, ignoring the bending moments and shear stresses etc. You want to find out what load wold push a strong pile over, ie cause soil failure. This is the ultimate geotechnical strength. Then calculate the capacity reduction factor using the AS 2159 procedure, and multiply the ultimate strength by the capacity reduction factor to get design strength. Design strength has to be greater than factored ULS loading. Only after you've finalised the geotechnical design would you finalise the structural design as the moments and shears depend on the geotechnical analysis.

The above procedure is essentially the same as for a steel beam (for example). You calculate the ultimate capacity (eg section capacity Ms), then apply the capacity reduction factor (phi = 0.9) to get the design strength. The main difference is that phi has to be calculated for pile design because the ground isn't a manufactured product like a steel beam. There's a lot more variability and hence the reduction factor depends on how good the site investigation was, how accurate the design method is (a lot less than calculating steel beam strength), whether you'll do pile testing or not, and how important the supported structure is.

## RE: P-Y Curves

This only works for a "short" pile. If the pile is "long" it will never fall over. The failure mechanism for a long pile is structural, not geotechnical.