The 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 … Continue reading Analyzing Sheet Pile Walls with SPW 2006: Part I, Introduction
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 … Continue reading Back in the Saddle at the Deep Foundations Institute
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 … Continue reading Mating Pipe Piles to Pipe Pile Caps
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 … Continue reading Pulling Adapters for Vulcan Extractors
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:
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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.
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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.
| 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…
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With the static analysis complete, we turn to the wave equation analysis. TAMWAVE (as with the previous version) was based indirectly on the TTI wave equation program. Although the numerical method was not changed, many other aspects of the program were, and so we need to consider these.
Most wave equation programs in commercial use still use the Smith model for shaft and toe resistance during impact. Referencing specifically their use in inverse methods, Randolph (2003) makes the following comment:
Dynamic pile tests are arguably the most cost-effective of all pile-testing methods, although they rely on relatively sophisticated numerical modelling for back-analysis. Theoretical advances in modelling the dynamic pile-soil interaction have been available since the mid-1980s, but have been slow to be implemented by commercial codes, most of which still use the empirical parameters of the Smith (1960) model. In order to allow an appropriate…
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With the basic parameters established, we can turn to the static analysis of the pile, both axial and lateral.
| Depth at Centre of Layer, feet | Soil Shear Modulus, ksf | Beta | Quake,inches | Maximum Load Transfer, ksf | Spring Constant for Wall Shear, ksf/in | Smith-Type Damping Constant, sec/ft | Maximum Load Transfer During Driving (SRD), ksf |
| 0.50 | 48.4 | 0.163 | 0.0022 | 0.009 | 4.03 | 45.394 | 0.009 |
| 1.50 | 83.9 | 0.163 | 0.0038 | 0.027 | 6.99 | 19.911 | 0.027 |
| 2.50 | 108.3 | 0.163 | 0.0050 | 0.045 | 9.02 | 13.572 | 0.045 |
| 3.50 | 128.1 | 0.163 | 0.0059 | 0.063 | 10.68 | 10.543 | 0.063 |
| 4.50 | 145.3 | 0.163 | 0.0067 | 0.081 | 12.11 | 8.730 | 0.081 |
| 5.50 | 160.6 | 0.164 | 0.0074 | 0.098 | 13.38 | 7.509 | 0.098 |
| 6.50 | 174.6 | 0.164 | 0.0080 | 0.116 | 14.55 | 6.623 | 0.116 |
| 7.50 | 187.6 | 0.164 | 0.0086 | 0.134 | 15.63 | 5.948 | 0.134 |
| 8.50 | 199.7 | 0.164 | 0.0091 | 0.152 | 16.64 | 5.414 | 0.152 |
| 9.50 | 211.1 | 0.164 | 0.0097 | 0.170 | 17.59 | 4.980 | 0.170 |
| 10.50 | 222.0 | 0.164 | 0.0102 | 0.188 | 18.50 | 4.618 | 0.188 |
| 11.50 | 232.3 | 0.164 |
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