Tethys own and use the latest versions of PDI softwares as below list:

  • CAPWAP- 2014-3
  • PDA-W -2015
  • PDAPLOT2- 2017
  • PDA Curve-2014
  • GRLWEAP 2010-7
  • PIT-W- 2009 Professional edition


® (Case Pile Wave Analysis Program)

CAPWAP® (Case Pile Wave Analysis Program) is a software program that estimates total bearing capacity of a pile or shaft, as well as resistance distribution along the shaft and at the toe.

Its the most accurate analysis method to determine deep foundation capacity from pile top dynamic measurements. In pile driving analysis, there are three sets of unknowns; internal pile forces, pile motions, and external pile forces. CAPWAP is a signal matching software program that uses pile or shaft top force and velocity measurements collected by a Pile Driving Analyzer® (PDA) to extract the external deep foundation forces consisting of the static and dynamic soil resistance models.

The program takes as input the force and velocity data obtained with a Pile Driving Analyzer® (PDA) system. It is essential to post-process PDA data with CAPWAP for at least one foundation element per job. CAPWAP completes the Dynamic Load Testing procedure and simulates a Static Load Test.


What is new in CAPWAP® 2014

CAPWAP 2014 has improved features for the analysis of drilled shafts and other concrete piles, such as variable time increment/wave speed, an automatic routine to calculate variable impedance, and area calculations based on field measurements. The program includes a completely automated mode as well as adjustable parameters with which the user systematically improves the calculated results. CAPWAP works in English, Metric or SI units, and features numerous help features that have been expanded for the 2014 version. A comprehensive report is a new output option.

CAPWAP now also allows you to perform signal matching using the iCAP automatic procedure.This allows for example using ICAP with non-uniform piles, reproducing field results, performing conventional CAPWAP on previously iCAP-analyzed data, etc.


CAPWAP Model Changes/Additions

- Time Increment/wave speed variations(This feature is especially important for analyzing cast-in-situ and other concrete piles.)

- Extra toe model extensions

- Pile stiffness of static load-set curve computation

- Toe Impedance

Major changes and additions

- Calculated pile model volume information

- Auto Impedance adjustment

- Tapered Pile Profile Generator and Concrete Filled Composite Pile Profile Generator

- Improvements to automatic procedures for signal matching

- Comprehensive CAPWAP Report Page

- Pile model wave speed output 

- Static Load-Set Graph with additional offset criteria

- CAPWAP Summary Plot Output enhancements

- Output of gage-related information

- Output of CASE Method results

- New MQ-related status indicators


PDA-S with iCAP

PDA-S offers a more intuitive interface than former PDA programs and allows users to check for program updates. With touchscreen as well as desktop functionality, it runs both in the PDA-8G and in an office computer during post processing. This simplifies the software learning process. In addition to soil resistance at the time of the test, PDA-S calculates more than 230 other variables. PDA-S issues warnings and alerts during data input and acquisition. It outputs fully customized reports and graphs, reporting any number of variables and displaying up to three graphs in real time.

iCAP calculates capacity at the time of testing and produces a simulated static load test graph through a fully automatic signal matching procedure performed during Pile Driving Monitoring. The ICAP routine is easily accessed from the main PDA-S screen. Since iCAP is based on CAPWAP® signal matching logic, it is a step beyond capacity determined by the Case Method. (ICAP, provides a unique result and satisfies code requirements demanding a signal matching analysis. However, the professional engineer, charged with providing due care, must evaluate the automatic solution by reanalysis with CAPWAP.)



PDIPLOT2 generates tables and plots of any quantity calculated by PDA-S versus Blow Number, Length, Elevation or any other quantity, and calculates their means and standard deviations. It provides the statistical summary output required by ASTM D4945 and is fully customizable.


Generates documents with up to six graphs per page, showing plots of Force-Velocity (required by ASTM D4945) or other quantities versus time, either from the same PDA-S file (for example five blows of a dynamic load test on a drilled shaft) or from multiple ones (one blow from each of five distinct piles on the same job site).



GRLWEAP is a one-dimensional Wave Equation Analysis program that simulates the pile response to pile driving equipment.

GRLWEAP predicts driving stresses, hammer performance and the relation between pile bearing capacity and net set per blow. In addition, it estimates the total driving time. This pile simulation and analysis allows the user to investigate which hammer is likely to be sufficient and economic for a certain pile and soil condition prior to mobilizing the hammer to the job.


When Wave Equation Analysis is used instead of Dynamic Formulae, several codes and standards of practice allow a leaner foundation design translating to lower factor of safety or higher resistance factor.


What is new in GRLWEAP 2010

Includes drivability analysis, various stroke options for diesel hammers, soil sensitivity analysis, models for parallel or composite piles and four static analysis options. The analysis of battered (driven at an angle) piles has been enhanced in GRLWEAP 2010. When the angle is horizontal, GRLWEAP may be used to simulate the installation of culverts.

GRLWEAP’s 2010 program version comes in two modules, the standard program and the “Offshore Wave”.

Standard program features now include:

For static geotechnical analysis in addition to the ST and SA methods:

  • A CPT method for which the data has to be provided in the form of a three column text file
  • A method based on API requirements.For static geotechnical analysis, the SA method was modified as follows:In lieu of entering an SPT-N value, allow for an input of qu, the unconfined compressive strength for clay and other cohesive soils and allow for input of φ, the internal friction angle, for sand and other cohesion less soils.
  • The SPT-N value input is now completed in the main SA window with automatic interpolation for each soil layer. Also the SPT-N values for a certain layer will not be changed when a soil layer depth is changed. A manually modified SPT-N value for a soil layer will be maintained for a certain depth regardless of layer.
  • The graphics of the SA and ST input windows have been modified now allowing for expansion by scrolling.For the analysis of inclined (battered) pile driving:
  • The program now allows entering the inclination degree or ratio. The user then can accept/modify the suggested reduction factors for hammer and pile weight, stroke reduction and efficiency.
  • The Area Calculator now offers for pipe pile input of either outside diameter and wall thickness or outside diameter and inside diameter. Improvements related to Drivability analysis include:
  • Most importantly: the end bearing input for drivability analyses now has to be made as a unit resistance in the S1 form. It is very important to remember this change when entering the soil resistance data.
  • Also very important, in the S1 input form, a new column, Toe Area, was added. This allows for a simplified data entry in cases of soil plugging in certain layers.
  • An automatic feature was added for generating an improved Depth/Modifier table; this feature initializes the D-table based on both the penetration entered in the main input form and the soil layer information of the S1 table.
  • The reset button in D-table input form has been improved to allow users to reset depths considering both depth increment and soil layers.
  • After the S1-table has been complete, Gain/Loss factors are initialized using the inverse of the maximum setup factor unless they had been manually set before.
  • The final penetration depth now can be modified in the main input form (before it was inactive and showed the last depth entered in the D-table). This penetration is now used to initialize the D-table.For Inspector Chart analysis, the stroke increments were rounded off to either 0.5 ft or 1 ft or 0.25 m or 0.5 m depending on the starting stroke value. n the Numerical Output, the format for SI output has been changed for steel piles with a cross sectional area ≥ 1 m2 so that certain outputs will now be shown in MN and MN/mm rather than kN and kN/mm. The bearing graph output now includes additional information such as pressure (diesel), coefficient of restitution of pile cushions (concrete piles) or hammer cushions (steel piles), and capacity (Inspector’s Charts); Allow to copy hammer/pile/soil model plot to other applications such as MS Word.The physical property table for pile, hammer cushion and pile cushion material has been combined and updated.A copy/paste feature has been added to the pile profile form (P1) to allow creation/modification of pile input from other programs.Changed pile strength/yield input to a critical section index for a simple input of 0 for non-critical and 1 for critical sections.


Updates of GRLWEAP 2010-7

To meet the increasing demand on the vibratory hammer analysis, this update has been focused on the improvement of vibratory hammer analysis. Following are the details of the changes and fixes:



Vibratory Hammer Analysis Changes

Additional Power Adjustment Options

  • Power Adjustment by frequency reduction
  • Analysis without power adjustment
  • Power adjustment by force reduction-This option is the default and similar to the existing program’s approach
  • The Direction of the Power Adjustment can be now effected by the sign of the Vibratory
  • Delay input in Options/Hammer Parameters.
  • The maximum analysis duration has been increased, for each resistance level analyzed,
  • to 10 seconds of driving time; this allows for analysis of 10 times frequency [Hz] cycles.
  • For accuracy of penetration calculation the analyzed frequency is now slightly adjusted so that an integer number of time increments corresponds to 1 time period (the inverse
  • input frequency even if no frequency adjustment is done.
  • Penetration velocity convergence procedure has been improved to include more cycles
  • considering frequency reduction option, extreme cases during hard driving, etc.
  • On the hammer section window of the main input screen the eccentric moment is now
  • shown in either kip-ft or kN-m instead of the weight of the eccentric mass which is often
  • an assumed value while the eccentric moment is really the specified value.


  Improved output for vibratory hammer analysis:

  • The program now outputs a more realistic power demand value that is occurring during the last cycle analyzed.
  • In the extrematables,the maximum displacement is now the difference between maximum and minimum displacement, calculated for the last cycle. This difference is what is sometimes called the peak-to-peak or double amplitude.
  • The numerical out put now also includes a table of final results related to vibratory hammer analysis.
  • For variable vs. time output, the resolution (and thus the time span covered by the plot) can be modified by the output time increment in Options/General Options/Output, checking Variables vs Time and Output Segments and then clicking on Edit Segment Number. The default value has been improved as follows:
  • 10 for vibratory hammer;Forimpacthammers:2forpilelength<=200ft(61m);4forpilelength>200ft



- For variable vs. time output, the heading labels have been improved to be more specific and accurate.

- Fixed: For higher resistance, the program automatically switch force unit form kN to MN

- if SI unit system was selected. Output header for variables vs. time was corrupted for

- vibratory analysis ; this has been fixed.

- Driving time was added to the output of the drivability analysis of a vibratory hammer.

- For vibratory hammers, the number of cycles is now calculated for each depth by multiplication of the vibration frequency with the driving time determined for each depth.


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