Analyzing Sheet Pile Walls with SPW 2006: Part III, Anchored Walls and Some General Comments

In the last post we looked at the SPW 2006 program analyze cantilever walls.  In this post we will look at anchored walls, which are commonly seen with permanent works.  The program, along with the example problem at hand, is hereSome instructions on the basic working of the program is here.

The problem we’ll be analyzing is once again from the BSC Piling Handbook (1984).

BSC Anchored Problem

The soil profile input is similar to the cantilever wall except that it is necessary to put a layer boundary at the anchor point.  Left and right side data, both tabular and graphic, are shown below.

Screenshot_20180424_161252Screenshot_20180424_161638Screenshot_20180424_161735

The same comments re Kp, Kn, q and Dw apply here as they do to the cantilever wall.  Note that SPW 2006 allows the entry of differing water table levels on each side of the wall.  Note also in the original BSC diagram that a weep hole is installed in the sheeting.  Proper drainage is essential for the relief of unbalanced hydrostatic forces.

In any case the one input not present with the cantilever wall is the anchorage.  SPW 2006 does not have provision for anchor design.  A brief summary of this is given below, from DM 7; more information on this is found in Sheet Pile Design by Pile Buck.

Anchorage Design

Screenshot_20180424_162634

For our purposes we chose to specify a very stiff anchor, which renders the anchorage point essentially a fixed support, as shown at the right.

If one wants to consider the actual anchorage stiffness, it is necessary to determine the length, the cross-sectional area and the material to establish the stiffness, maximum stress and force, and the deflection at which plastic yielding takes place.  If this is too much, a very stiff anchor is necessary; a very flexible anchor will render the calculations nearly useless.  We have not included consideration of the flexibility of the soil bearing against the deadman; this further complicates the anchor input.

The graphical output (using PZ-22 sheeting) is shown below.

It is left as an exercise to show that the sheeting is adequate (or not) for the moment, using the same considerations as for cantilever walls.

The printed output is here.

Because of the soil-structure interaction, it is (in principle) unnecessary to apply Rowe’s moment reduction technique.  That technique was developed to address deficiencies in the classical methods, which did not consider the interaction of the flexible sheeting with the relatively soft soil.  Also, the technique of increasing the sheeting depth until a workable model is achieved is essentially a “free-earth” method.  It is possible to apply the end conditions of the fixed earth (Blum’s or elastic line method) method; however, it can be tedious.  Obviously SPW 2006 is happy to analyze sheeting lengths longer than the minimum required for geotechnical stability, and so if one wants to reduce the maximum moment (and thus the sheeting profile) a solution between the two can be found.

General Comments

As an educational tool, SPW 2006 fits the bill nicely.  It requires very few system resources and no installation.  It has a very comprehensive and detailed input and uses soil-structure interaction methods which are becoming more common with retaining wall software.  (OTOH, many engineers and owners are not “sold” on SSI, and prefer “classical” methods.)

For use in design, SPW 2006 simply lacks many of the convenience features that one expects with commercial software, and these can make using the program a time-consuming and mistake-prone business in a commercial environment.  For those who want to graduate from strictly classical methods to SSI ones, it can be very useful for both training and as a check.  But commercial use of this program is not recommended.

Advertisements

Analyzing Sheet Pile Walls with SPW 2006: Part II, Cantilever Walls

In our last post, we introduced the SPW 2006 sheet piling software, intended for educational purposes.  The software can be downloaded here.  In this installment we’ll look at its application to cantilever walls, i.e., those walls with no additional support other than the soil itself.  These are used in temporary works.  The file for this can be found with the software.

The problem is this one, taken from the BSC Piling Handbook, Fourth Edition (1984).

BSC Cantilever Problem

This is a fairly simple problem except that it has two different soil layers and properties.  We’ll use the active and passive earth pressure coefficient values given in the example, although these can easily be computed from equations given in Verruijt or DM 7.

Based on this, the left side soil profile after input looks like this:

Screenshot_20180424_112011

And the right side:

Screenshot_20180424_112143

We note the following:

  • The difference between the two is the first layer on the left side, as we would expect.
  • We have a uniform surcharge q which is carried from the top downwards.  It’s possible to vary that surcharge with depth; however, the program has no method of automatically computing variations in surcharge loading due to surface loads such as line and strip loads.
  • The water table level is shown in all layers.
  • The passive earth pressure coefficients have been reduced by a factor of 1.5.  There is more than one way to include a factor of safety for earth pressure; these methods are discussed in Sheet Pile Design by Pile Buck.
  • The Kn (“neutral” or “at-rest” earth pressure coefficient) has been computed using Jaky’s Equation, discussed here.
  • The stroke is probably the “stickiest wicket” in terms of soil properties.  There are several ways of computing this, depending upon the amount of information on the soil you have at hand.  Probably the simplest way to do this is to use a chart such as appears in DM 7, which is reproduced below.

DM7 Figure 1

Selecting the proper case from the table at the bottom, the stroke can be computed as follows:

D_w = H\left( \frac{Y}{H}^* \right)

It is possible to be very precise with this calculation.  For example, one could estimate the penetration below the dredge line D to use as a value of H , but this becomes very tedious during the iteration process.  It’s also possible (and probably better) to use the different values of passive ratios on the left side vs. active ones on the right, since these pressures predominate on their respective sides.  Neither of these was used in the example, although the latter option is probably the more realistic one.

In any case the soil profile looks like this:

Screenshot_20180424_114529

The correspondence of the sections with the original problem is easily seen.

Now we select a sheeting length and a profile.  We’ll select a length of 10 m (you will need to iterate from a short length, perhaps 6m and go upwards until you get a result that does not produce an error.)  We’ll also start by assuming Profile #1 (Hoesch 95.)  Running this yields the following beam diagrams:

Screenshot_20180424_114958

The maximum moment is around 235 kN-m/m.  But is this section suitable for this level of  moment?  The simplest way is to compute the maximum moment the sheeting section is capable of, and this can be done using the equation

M_{max} = \frac{\sigma_{max}\left[EI \right]}{Eh}

Here \sigma_{max} is the maximum allowable bending stress, E is the modulus of elasticity, and h is the distance from the neutral axis to the extreme fiber of the sheet (see previous post for a discussion of this.)  The sheeting database is reproduced below:

Screenshot_20180423_155516

Assuming that the sheeting is made of ASTM A572 Fr. 50 with an allowable stress of 220 MPa, for Hoesch 95 the maximum moment is as follows:

M_{max} = \frac{(220)(1000)(14863.6)}{(210)(1000000)(.19)} = 82 \frac{kN-m}{m}

Obviously this is too light of a section for the moment level.  This indicates that the EI of an acceptable section should be \frac{235}{82} = 2.9 times the current one, or about AZ13-700.  As an exercise this should be checked.  This ratio method is indicative and not absolute; since the program uses soil-structure interaction, the stiffness of the sheets affects the moment distribution, as is the case in actual application.

The solution printout is here.

In the next post, we will consider the case of an anchored wall.

Analyzing Sheet Pile Walls with SPW 2006: Part I, Introduction

Vulcor-VHD2-CaliforniaThe design of sheet pile walls–and specifically analyzing them from the standpoint of sliding, overturning, and excessive bending stresses–is one of the more challenging aspects of geotechnical design.  That’s because sheet piling are totally dependent upon balancing the lateral earth pressures on both sides of the wall while at the same time insuring their structural integrity.

Simple solutions for the problem are given in texts such as Verruijt and can be analyzed using charts such as one sees in DM 7.02. But real world problems are seldom this simple.  The methodology used to analyze sheet pile walls using “classical” techniques is described in detail in Sheet Pile Design by Pile Buck, and software for that purpose–very useful to simplify the complex calculations from multi-layer soil profiles–is available in packages such as SPW 911.  The expense of this software is easily justified for the practitioner who needs to design these walls in a timely and accurate fashion.

But how does one learn the basics of sheet piling software?  And how can educators teach their students the basics of its use?  The purpose of this article is to introduce the SPW 2006 software, from providing a download link to giving the basics of its use to showing some examples for both cantilever and anchored walls.

The Basics

First the download: it’s here

SPW 2006 was developed by Arnold Verruijt and some description of the software is given in the download.  It has several important features that need to be mentioned up front:

  1. It doesn’t require installation; it’s a standalone executable that can be run, say, from a flash drive.  That makes it simpler to run on systems other than your own (like a university’s.)  It’s a Windows 32-bit executable; it runs fine in just about any Windows environment from 2000 onward (and maybe before) and will also run nicely in Linux under Wine.
  2. Unlike some of Verruijt’s software, it has a data file, which is an ASCII file that can be edited if you know what you’re doing.  (If you don’t, don’t.)  When you start the program, it’s very important to load a previously developed file (such as Demo.spw) before you start, for reasons given below.  You’ll need to be diligent in saving it often, because the program isn’t consistent in telling you if you’ve altered the file before the program closes.
  3. The program is capable of printed output; however, I strongly urge you to have on your computer the capability of putting the printed output into an Adobe Acrobat file.  Doing this will make it easier for you to save the output for use later.  You can also do screen shots of some of the output, as will be evident shortly.
  4. The program input and output is strictly in SI units.

When you run the software and open the demo file, you are greeted with something like this:

Screenshot_20180423_152852

You’ll notice the toolbar on the upper right; the first three are obviously (from left to right) open file, new file, and save file.  Next to that is the print command.  The “check mark” is for the output options:

Screenshot_20180423_153117

I strongly suggest that all of these be checked.  After that we have the soil layer properties, which come up like this:

Screenshot_20180423_153230

You will note the “Loading Step” Option.  This is a departure from some earlier sheet pile programs in that the first loading step shows the soil layering on both sides to be the same.  Subsequent loading steps show the soil layering after “excavation” from the “original state.”  Thus for this, Loading Step 1 show this for the left side:

Screenshot_20180423_153608

And for the right side:

Screenshot_20180423_153646

Note that the right side looks pretty much like the original.  The left side’s first two layers have zero Wd (dry unit weight) which is the way you tell the program the layers are “excavated” for a given side.  The “?” mark is the button for online help, which explains the variables, for each of the input tables.

Screenshot_20180423_154359One variable that needs some explanation is the Dw, or “stroke” of the soil.  SPW 2006 incorporates soil-structure interaction (SSI,) which means that the force of the soil varies as the wall moves away (or towards it) rather than the “all or nothing” approach common with classical methods.  We’ll discuss this in more detail with the cantilever wall example.

The next button is for the anchors, we’ll explain those when we get to the anchored wall example.  Unlike some classical software packages, SPW 2006 designs for a non-rigid anchor.  This, it’s necessary to note the maximum allowable anchor force and the displacement necessary to achieve that force.  We’ll explain this in more detail with the anchored example.

Screenshot_20180423_155208After this is the axial force exerted on top of the wall.  Using sheet pile walls for bearing is common in Europe but hasn’t quite caught on in the US.  Provisions for forces at both bottom and top of the sheet pile and a moment at the top of the pile are available.

Screenshot_20180423_155516The last input dialogue box is the sheet pile catalogue.  It contains a selection of steel sheet piling (although the program can certainly accommodate other materials.)  The input of sheet pile section properties is probably the strangest aspect of the program for the following reasons:

  1. The database is limited to twenty (20) sections.
  2. The database is at the end of every data file.  That’s why you need to start with a data file already developed; if you don’t, you won’t get the database.
  3. Verruijt’s original database had a collection of U-sheeting from Larssen and Hoesch.  In our download in the demo, cantilever and anchored examples we give the database you see, which includes some Z-shapes.
  4. To pick one of these, you don’t pick one directly from the table, but the last entry in the General Data is the Profile number; the number you pick is the profile from the table.
  5. The database doesn’t feature the moment of inertia directly but an EI quantity which is the product of the modulus of elasticity and the moment of inertia.  This becomes significant in estimating the maximum moment and stresses.
  6. The “h” variable is confusing the way Verruijt defines it: “height of cross-section, in m.”  For U-sheeting and the European practice of using two U-sections as one bending beam, that amounts to making the “h” the same as c in \frac{Mc}{I} .  American designers have always been reluctant to allow this.  On the other hand, Z-sections have never had this dispute.  For this database, the “h” is the distance from the outer face of the sheeting to the neutral axis, or the “c in \frac{Mc}{I} , assuming American practice for Z-sheets and European practice for U-sheets.

The two examples will show how this data is used.

The program gives a simple profile that, for the “Loading Step 1” looks like this:

Screenshot_20180423_161121

It is important to inspect this before running the program, using the “calculator” button.  It’s easy to make a mistake, especially if you have more than one loading step (i.e., are modeling a progressive excavation, which is a common problem in sheet piling design.)

Unlike more sophisticated programs, it’s necessary to manually increment the pile penetration beyond the dredge line to determine the necessary length of the pile.  You can do this in meter increments, 500 mm increments, or whatever step you would like, but you need to start with a very short penetration beyond the dredge line and increase it until you don’t get a floating point error in the calculations.   This is done by changing the depth of the last layer in the soil profile input and re-running the calculations.

Once you’ve done this and arrived at a pile penetration, you can output the beam results for the sheet piling.  This comes out in two ways: first, tabular:

Screenshot_20180423_162805

And graphical:

Screenshot_20180423_162905

We will discuss how to analyze this data with the cantilever wall example.  The printed output has much more detail than this.

 

 

 

 

Back in the Saddle at the Deep Foundations Institute

dfi

Vulcan Iron Works was involved in its industry in a number of ways other than simply selling and renting its product.  One of these was its years in the Deep Foundations Institute.  Although Vulcan was not a charter member of the organisation, it joined very shortly after its beginning and was active during the 1980’s and early 1990’s, until about a year before the merger with Cari Capital.  This webmaster was the Program Chairman for the 1992 DFI Annual Meeting in New Orleans.

So it is with pleasure that I have joined the DFI once again, continuing another tradition of the “Old Vulcan.”  My thanks to Theresa Engler, DFI’s Executive Director, who helped make this a reality.

Mating Pipe Piles to Pipe Pile Caps

Pipe pile caps have been around as long as pipe piles, but mating them to a pile hammer via a pipe cap may be new to some users.  The diagram above (which, as you can see, dates from 1931) shows how this is done.

The cross-section shows three diameters of pipe piles mating with a pipe cap.  Pipe caps typically have steps to mate with more than one size of pipe pile.  It’s also possible to drive pipe caps “flat face” (with no steps) but you lose the alignment assistance of the cap when you do.

The outer two pipes mate with “male steps,” those which face the inside diameter of the pipe.  It’s necessary thus to know the ID of the pile, which usually means the OD and the wall thickness.  A little clearance is allowed to make mating simpler and to take into account the fact that pipe pile isn’t always perfectly round (especially at the ends, where it gets bent.)

On the small onshore caps, the steps are typically straight.  On the offshore caps, Vulcan typically put in a draft angle to make stabbing the pile easier.

With caps with multiple steps, it’s possible for the steps to interfere with each other because the diameter of one step is too small to accommodate the OD of the pile below it.  To avoid this problem requires some layout before the cap is machined.

Male pipe caps can be used with wall thicknesses thinner than originally intended with the use of welded shims.

The inner pile mates with the “female” portion of the cap, i.e., the OD of the pile.  This eliminates the ID mating problem but requires a completely different cap design.

Some other information is shown below.

D100178
Vulcan’s choice of pipe cap design deserves some explanation. Below is a diagram of the three basic types of pipe caps in use, both during the heyday of Vulcan offshore hammers and now. Male Caps (left) were the standard Vulcan configuration. The cap is stepped for different pipe sizes and is fitted to the I.D. of the pipe. To align the leads and the pile (especially important with the batter piles common offshore) the pipes were passed through a stabbing bell (at the bottom) which itself was stepped to the O.D. of the piles. The arrangement was preferred with Vulcan’s customers (especially those in the Gulf of Mexico) because the cap is easy to modify and shim for different size piles and the stabbing bell is easy for the crane operator to thread the hammer assembly over the pile for driving. Female Caps (centre) was most common with the Menck hammers. All of the steps were mated to the O.D. of the cap. Although mating it to piles was more straightforward, since the maximum plate moment of the cap was in the centre, the thicker centreline of the male cap was an advantage. Flat Face Caps (right) were preferred by the diesel manufacturers such as Delmag (and later IHC and Pileco.) Since there are no alignment steps on the cap, all of the alignment takes place with the adjustable keys under the cap facing the O.D. of the pile. (It’s better to have two sets of keys than the one shown.) Although the cap is much simpler, the carrier required for the cap and keys can be complicated to produce.

Pulling Adapters for Vulcan Extractors

Vulcan pile extractors were largely designed to extract sheet piling.  The standard connection had two (2) or three (3) holes that needed to be burned into the sheeting.  While this provided a very durable connection, it was time consuming and is not really applicable to piling such as wood piling.

Above is a diagram, taken from Vulcan’s literature around 1960, showing various types of pulling adapters for piling other than sheeting.  In addition to these there were two other types of connections that were used on Vulcan extractors:

  1. The Heppenstall tongs, which were similar to the clamp used by the Nilens extractor.
  2. The Wood Pile Puller.

New Version of TAMWAVE Online Wave Equation Program Now Available

vulcanhammer.net

The completely revised TAMWAVE program is now available.  The goal of this project is to produce a free, online set of routines which analyse driven piles for axial and lateral load-deflection characteristics and drivability by the wave equation. The program is not intended for commercial use but for educational purposes, to introduce students to both the wave equation and methods for estimating load-deflection characteristics of piles in both axial and lateral loading.

We have a series of posts which detail the theory behind and workings of the program:

View original post 25 more words

TAMWAVE 7: Analysis for a Cohesive Soil

vulcanhammer.net

With the analysis of the concrete pile in cohesionless soils complete, we turn to an example in cohesive soils.

The analysis procedure is exactly the same.  We will first discuss the differences between the two, then consider an example.

Differences with Piles in Cohesive Soils

  • The unit weight is in put as a saturated unit weight, and the specific gravity of the soil particles is different (but not by much.)
  • Once the simulated CPT data was abandoned, the “traditional” Tomlinson formula for the unit toe resistance, namely $latex q_t = N_c c $, where $latex N_c = 9 $, was chosen.
  • The ultimate resistance along the shaft is done using the formula of Kolk and van der Velde (1996).  This was used as a beta method, for compatibility with the method used for cohesionless soils.  Unless the ratio of the cohesion to the effective stress is constant, the…

View original post 3,746 more words

TAMWAVE 6: Results of Wave Equation Analysis

vulcanhammer.net

With the data entered for the wave equation analysis, we can now see the results.  There’s a lot of tabular data here but you need to read the notes between it to understand what the program is putting out.  If you are not familiar at all with the wave equation for piles, you need to review this as well.

General Output for Wave Equation Analysis
2018-01-06T10:13:03-05:00
Time Step, msec 0.04024
Pile Weight, lbs. 15,000
Pile Stiffness, lb/ft 600,000
Pile Impedance, lb-sec/ft 57,937.5
L/c, msec 8.04688
Pile Toe Element Number 102
Length of Pile Segments, ft. 1
Hammer Manufacturer and Size VULCAN O16
Hammer Rated Striking Energy, ft-lbs 48750
Hammer Efficiency, percent 67
Length of Hammer Cushion Stack, in. 16.5
Soil Resistance to Driving (SRD) for detailed results only, kips 572.7
Percent at Toe 35.39
Toe Quake, in. 0.220
Toe Damping, sec/ft 0.07

For those familiar with the…

View original post 2,482 more words