Analysis of elementary stress/dynamic analysis of the total stress/ dynamic analysis of effective stress (liquefaction analysis) program
Initial Release:2004.04.05 / Latest Ver.:2011.10.28
Initial Release:2006.03.28 / Latest Ver.:2016.12.16
Related products and services:
Geotechnical analysis support service Trial Version
This program is to analyze dynamic land transformation using finite element method (FEM). Taking into consideration the method of elastic theory based on effective stress, excessive pore water pressure which occurs during earthquakes and the declining of stiffness, it is possible to calculate land transformation by the hour.
This program can be applied to investigating the stability of earth structures (banks or raised mounds), the lift of underground structures, and the dynamic interrelation between an earthquake and structures.
Another program with function to decide parameters in liquefaction is attached. It allows you to input in a CAD style making easy creation possible. It also accepts reading from SXF files.
File cooperation with GeoFEAS2D and import of terrain data exported from Flexible structure sluiceway is possible.
The analytic core of this program makes use of the land analysis program by Prof. Ugai and his research laboratory at Gunma University. They are involved in advanced analytic theory and have made brilliant achievements. This program is jointly developed by our company, which is engaged in the development of the prepost part, and the university.
Analysis features
Scope and application
Example of available liquefaction countermeasures
Analysis functions  

Flow of analysis model creation  

Theory of analysis
1. Factor library
(1) Distortion element on a plain surface
It is possible to define four elements: triangular element at three contact points,triangular element at six contact points, quadrangular element at four contact points and quadrangular element at eight contact points.
(2) Beam element
It is possible to define primary beam element.
(3) Axial spring element
Definition is given at two contact points. The length of the spring must be 10  5 m or longer.
(4) Shearing spring element
Definition is given at two contact points. The length of the spring must be 10  5 m or longer.
(5) Mass element centered on one contact point
Definition is given at one contact point.
(6) Damper element
Definition is given at two contact points. The element indicates declining in the axial and shearing directions.
2. Constituent models
(1) Distortion element model on a plain surface
(2) Beam element model
Linear elastic model or bilinear model can be used as stability feature in the beam element.
(3) Spring element model
Linear elastic model or bilinear model can be used as stability feature in the axial direction and shearing spring element. It is also possible to define the concentrated mass at contact points at both the ends of spring.
3. Mass matrix and damping matrix
(1) Concentrated matrix and consistent matrix
In this program it is possible to choose either concentrated matrix or consistent matrix to be applied to mass matrix and damping matrix.
However, you have to use consistent damping matrix if you regard Rayleigh damping as viscous damping.
(2) Rayleigh damping
Energy damping covers viscous and fugitive damping as well as aftereffect damping.
In this program Rayleigh damping can be considered to be viscous damping.
4. Dynamic equation and simultaneous equation
(1) Degitizing and integral calculus in dynamic equation
(2) Solution of simultaneous equation
This program stores into memory total rigid matrix by means of skyline method.
As solution of simultaneous equation it adopts LDLT resolving method which is changed from Gaussian elimination.
Identification analysis of the material parameter
The identification analysis program is available as an accessory program. The optimal parameters obtained from the program can be read into the material property settings in UWLC itself. For the soil constitutive model UWClay, the determined parameters can be read into the conventional element test simulation program to simulate stress strain curves, etc.
Estimate the sand structure model parameter from N value
As a soil model for liquefaction, elastoplasticity and PZSand (PastorZienkiewicz) are available in UWLC. Until now, it was necessary to obtain the angle of the internal friction and the deformation coefficient and to calculate the parameter to define the alternation line in advance in order to determine the parameter. Alteration line defines shift in constriction and swelling of sand dilatancy in the stress space. Sand constricts if Mohr's stress circle is within the alteration line, and if not, it swells. Parameters can be estimated from Nvalue with this function now.
Representational function of the analyzed results
It supports displaying model diagram, distortion diagram, time history diagram (displacement, speed, acceleration, stress, distortion, excessive pore water pressure, beam section force), drawing of characteristic force of restitution, responsive spectrum diagram, Fourier spectrum diagram, contour diagram, diagram of crosssection force, main stress/main distortion, animation, and value output (node, element, beam section force).
Literature introducing UWLC
UWLC is introduced as an example and overview of dynamic deformation analysis method.
"Design and construction manual about highstandard embankment" (published in March 2000 by the Foundation for Riverfront Improvement and Restoration)
Enhancing CIM features of Geo technical Analysis series
We enhanced the CIM (Construction Information Modeling) function of various products in the geotechnical analysis series. The programs can cooperate terrain data or data created with each geotechnical analysis programs smoothly. 
Data linkage using terrain data file (*.GF1)  
Geotechnical Finite element Elastoplastic Analysis Software (GeoFEAS)2D Ver.4 The amount of displacement exported to Flexible structure sluiceway design for further analysis By importing results of ground deformation analysis (settlement / horizontal displacement distribution) into the "Flexible structure sluiceway design", the level2 seismic test for the longitudinal direction can be performed. It can model only ground that a surrounding ground effect analysis is conducted in the Temporary sheathing work design. The ground deformation can be calculated by giving the wall displacement as the forced displacement. 
Dynamic effective stress analysis for ground(UWLC)Ver.2 Acceleration rate exported to Slope stability analysis for further analysis When applying the Newmark method to high embankments with a height of about 30 m or more, it is necessary to input the response acceleration waveform of the slip soil mass as the ground motion. Data linkage between "Dynamic effective stress analysis for ground (UWLC)" and "Slope stability analysis" corresponds to the Newmark method analysis calculated by using the response acceleration waveform. The level2 seismic stability calculation for high embankment and large embankment. 
2D seepage analysis(VGFlow2D) Ver.3 Water line data exported to GeoFEAS2D Water level data exported to UWLC Water line and potential line exported to Slope stability analysis Saturated / unsaturated seepage FEM analysis results can be reflected by file linkage (*.PRS [water line], *.PTN [isopotential line]). 
GeoFEAS Flow3D (limited to the seepage analysis) Water level data imported to LEM3D Analysis results computed with GeoFEAS Flow3D (limited to the seepage analysis) or third party's product can be imported to 3D slope stability analysis(LEM). It creates underground water level required for landslide analysis and enables the 3D slope stability analysis. 
Product Price
■Product Price
Product 
Price 

Dynamic effective stress analysis for ground(UWLC) Ver.2  USD6,300 
Dynamic effective stress analysis for ground(UWLC) English Version Ver.2  USD12,600 
■Price of Floating License
Paying 40% of the product price allows anyone to use the product on any PC anywhere in the world.
Product 
Price 

Dynamic effective stress analysis for ground(UWLC) Ver.2  USD2,520 
Dynamic effective stress analysis for ground(UWLC) English Version Ver.2  USD5,040 
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Software upgrade Technical inquiry (Email, Tel)
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* We are sequentially making a transition from the maintenancesupport service to [Subscription Service] from April 1, 2016 in order to enhance support for diverse product usage and to reduce license management cost.
Product  Subscription cost of first year 
Subscription cost of subsequent years (annual cost) 

Subscription (Dynamic effective stress analysis for ground(UWLC) Ver.2)  Free  USD2,520 
Subscription (Dynamic effective stress analysis for ground(UWLC) English Version Ver.2) 
USD5,040  
Subscription (Dynamic effective stress analysis for ground(UWLC) Ver.2 Floating)  USD3,528  
Subscription (Dynamic effective stress analysis for ground(UWLC) English Version Ver.2 Floating) 
USD7,056 
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*Rental / Floating Licenses were introduced on September 2007 to enhance user experience and convenience of our products.
*Duration of Rental / Floating Licenses cannot be changed after starting these services. Reapplication is required to extend the rental and floating license duration.
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Product  2 month  3 month  6 month 

Dynamic effective stress analysis for ground(UWLC) Ver.2  USD2,835  USD3,339  USD4,095 
Dynamic effective stress analysis for ground(UWLC) English Version Ver.2 
USD5,670  USD6,678  USD8,190 
■Rental Floating License
Product  2 month  3 month  6 month 

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Dynamic effective stress analysis for ground(UWLC) English Version Ver.2 
USD9,450  USD11,214  USD13,860 
An Academic License can be provided for educational purposes and used by teachers, lecturers, academic researchers, and students.
Academic Price
Product  Academic Price 

Dynamic effective stress analysis for ground(UWLC) Ver.2  USD2,170 
Dynamic effective stress analysis for ground(UWLC) English Version Ver.2  USD4,340 
Version Update History
■The version upgrade and revision upgrade (without charge) contents are listed as following.
Dynamic effective stress analysis for ground(UWLC) English Version Ver.2  
Version  Release date  Update contents 
2.00.00  16/12/16 

Product Operation Environment
OS  Windows 8 / 10 / 11 

CPU  Pentium III 800MHz or higher (Pentium IV 3.0GHz or higher is recommended) 
Required memory (including OS)  Greater than 512MB is recommended. 
Required Disk Capacity  Greater than 120MB. Analysis requires 500 MB to a few GB according to model size. 
Display (Image Resolution)  Greater than 1024×768 
Input data extension  FUD 
File export  No. Refer to the help as for analysis part export file. 
Cooperation with other products  <Loading> Chart (SXF, DXF) Linkage data with ground analysis (USD) ToLipographic data for ground analysis (GF1) <Linkage with> Slope stability analysis 
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■ Inquiry
Contact us from Sales inquiry or email to ist@forum8.co.jp or forum8@forum8.co.jp
For the horizontal acceleration data, the arbitrary seismic wave including hachinohe wave can be used.
If you want to adjust the maximum value of the acceleration, you can use the menu to adjust the input waveform in the window for loading the seismic wave file in the setting of loading stage.
In general, the method that KNET developed in NIET (National Research Institute for Earth Science and Disaster Prevention) is used to obtain the seismic wave.
Yes, it is possible. You can output the data into excel file format for comparisons.
To extract the maximum value of the horizontal force in the tower, please model the tower with the beam member and check the input in the timehistory to detect the maximum value. The foundation pile is processed similarly. Please display the timehistory diagram, and right mouse click placing the cursor over the screen. The menu which has the graph edit function is displayed, and the data is exported in excel format. It is suggested that you should detect the maximum value from the data and verify it in the section force diagram of that time. It is better to draw the timehistory diagram separately as the maximum value of NMQ (shear force) does not necessarily occur at the same time.
The acceleration of the ground surface is processed in the same way as the above mentioned section force. Please focus on the arbitrary node point and export the data after drawing the timehistory diagram to detect the maximum value (absolute value).
Yes, perform a right mouse click on the graph after displaying the timehistory waveform to show Edit menu then select Download, and the text file.
Yes, UWLC has the function of selfweight analysis. It allows a two step process  initial stress analysis(=selfweight analysis) and dynamic analysis separately or concurrently.
Yes, it is possible. UWLC allows the consideration of excess pore pressure dissipation (consolidation phenomenon) after earthquake as this program takes into account of the ground water percolation phenomenon.
Please see the following:
Yes, it is possible.
Yes, this is available.
Yes, please use the initial stress analysis function of UWLC to check the ground sinking. The elastic model and the elastic completed plastic model (MohrCoulomb/DruckerPrager) can be applied as the ground structure model. However, if you perform the gap construction step analysis, the analysis part of this program works normally, but some functions of prepost part cannot be supported. Therefore please note that if you conduct the construction step analysis, you cannot perform all the data creation and result adjustment automatically.
No, there is no limitation for them.
UWLC is the software for 2D analysis, the focus is on plane strain problem.
The plane strain problem was meant to process as 2D with the assumption of the condition that there is no deformation in depth direction of 3D model and the depth length is the unit length. This SI unit becomes 1m.
Therefore, the viscous boundary of the soil column has 1m in depth, and its width is the length of added the two halves between case points.
The water line is treated in the same manner as the geological layer line, therefore the terrain data has to be defined by separating the different geological layer at the top and bottom.
The water line which is regarded as the free water surface in dynamic analysis serves as the boundary surface where the excess gap water pressure is dissipated.
No, they are not calculated by the stress displacement method.
The structures (wall, pile, anchor member, and box) which are modeled in FEM as the beam element are analyzed in FEM (static analysis, dynamic analysis) with the entire ground. They are the section force and the displacement of the resulted beam element.
Please input onetenth of the time interval for input waveform data in [Initial value of time interval], and input the value in [time interval of timehistory] in [Analyze][Output]tab.
Each input value can be arbitrarily set within the specified range.
It is assumed to be modeled with the initial stress analysis of UWLC and the stage analysis is required.
In the event of combining the ground and geotextile, please set the ground as solid element, the geotextile as beam or bar element, and then connect the nodetonode of predefined ground so that the rigidity of the geotextile is added, and the water moves between the ground elements. When the initial stress analysis doesn't converge, you can calculate the initial stress by stage analysis with another static finite element analysis program.
Stage 1: Smooth ground
Stage 2: Installation of geotextile
Stage 3: Banking construction
After calculating the initial stress, please move to the dynamic analysis by switching the file.
Other static stress analysis program is required for stage analysis. GeoFEAS2D can be used for it.
In general, it should be around three to five times of the ground height.
Ideally, it is thought OK if the steadiness can be seen in the model of the analysis result after trying out the number of patterns.
Yes, it is possible.
For instance, the structure and the ground can be analyzed together by modeling and entering the pile foundation in the ground as the beam element, or modeling and entering the caisson quay as a solid element.
It is preferable that the longer model is unaffected from the lateral boundary condition.
However, we need to consider the model size and calculation time.
It is suggested that the horizontal banking width level is lowest.
Please analyze the model with 50m each on both sides for the banking width(toe slope width) 50m, a total of 150m in the horizontal direction, 83m to the base surface in the vertical direction in the sample data. In the analysis example, some models are 100m or 200m long.
It would be better if there are clear standards which indicate the multiple factor for horizontal/vertical direction based on the dam body size (or excavation range) to decide the model range, but it is actually decided by designer in many cases.
This product is supposed to perform the analysis of the model with 1m of depth for the ground part. It is necessary to consider modeling the structures with 1m of depth for under the ground part.
The following method will be appropriate for this case.;It is assumed that the footing foundation has a depth of 18m for modeling, and the rigidity of the number of piles for the overlapped piles is divided with the depth of 18m. Consider the pile stiffness which resulted from the above value converted per 1m. Please decide on the availability based on your own discretion.
When the ground model with the hole of water well is shaped in the bank, and can be substituted with the model with the beam penetrating into the bottom of the water well, it is possible. Please combine the right and left ground of the water well in MPC to move similarly.
You can enter the arbitrary frame in the beam element part that projects from the ground level.
If you consider a width of several meters for the bridge pier pillar (if you think it is not as thin as a castinplace pile), please consider the possibility of holes present in the bank.
Yes, it is possible. In addition, it is also possible to express by setting up a thin weak layer. In general, it is thought that the joint element should be defined, but in fact the joint element cannot be defined with current UWLC.
The viscous boundary is generally set to the bottom boundary. In UWLC, the viscous boundary is set by using the damper element. For the lateral boundary, the equal displacement boundary which uses the MPC boundary condition is set in case of the stratification ground and the viscous boundary is set in case of the irregular ground.
The warp and the stress are written in the output file of GeoFEAS2D (with extension ott). Please copy from the file to the file (with extension str) where the initial stress of UWLC is saved so that the initial stress can be set based on the stress which performed the stage analysis. The file name should be similar.
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