Computer Aided Teaching

User Manual

Version 3.0by

Prof. M. B. Jaksa and Dr. Y. L. KuoSchool of Civil, Environmental and Mining Engineering

The University of Adelaide S.A. 5005

Australia

Email: mark.jaksa@adelaide.edu.au and yien.kuo@adelaide.edu.auMARCH 2014COPYRIGHT

The software described in this manual and the manual itself is licensed under a Creative Commons Attribution-NonCommercial-ShareAlike 4.0 International License. For more information, visit http://creativecommons.org/licenses/by-nc-sa/4.0/

DISCLAIMER

While every effort has been made to remove errors and bugs from the software described in this manual, the authors, the developers, the School of Civil, Environmental and Mining Engineering, The University of Adelaide, and their officers shall not be liable for any damages, losses, or claims consequent to the use of this software or documentation.

ACKNOWLEDGEMENTS

The authors wish to thank: Simon Gamble, Danny Lam, Hiep Hoang and Michael Both for assisting in the development of the CATIGE for Windows Suite; Drs. S. D. Priest, J. N. Kay and D. J. Walker, and Mr.G. G. de Vries for the development of the original DOS-based CATIGE software; The University of Adelaide Teaching Development Grant Scheme for providing part funding for the development of the suite; Mr. Peter Button and Mr. Jake Elphick for testing this latest version of CATIGE.Support for this publication has been provided by the Australian Government Office for Learning and Teaching. The views expressed in this publication/activity do not necessarily reflect the views of the Australian Government Office for Learning and Teaching.CONTENTS

COPYRIGHTi

DISCLAIMERi

ACKNOWLEDGEMENTSi

CONTENTSii

51.INTRODUCTION

2.SYSTEM AND HARDWARE REQUIREMENTS53.INSTALLing catige64.List of Files65.DESIGN PHILOSOPHY OF THE CATIGE86.overview of the CATIGE97.Class - Unified Soil Classification177.1Overview177.2Menu Options177.3Input Parameters227.4Procedure for Running Class237.5Class Tutorial248.Consol - Consolidation Processes278.1Overview278.2Menu Options278.3Input Parameters308.4Procedure for Running Consol308.5Consol Tutorial319.DSand - Direct Shear Test In Sand329.1Overview329.2Menu Options329.3Input Parameters329.4Procedure for Running DSand359.5DSand Tutorial3610.Proctor - Proctor Compaction Test3810.1Overview3810.2Menu Options3810.3Input Parameters3810.4Procedure for Running Proctor4110.5Proctor Tutorial4311.Triax - Triaxial Test4611.1Overview4611.2Menu Options4611.3Input Parameters4611.4Procedure for Running Triax4811.5Triax Tutorial5012.bugs and errors5713.future improvements and releases5714.web site5715.REFERENCES58

1. INTRODUCTION

The CATIGE (Computer Aided Teaching in Geotechnical Engineering, and pronounced catidge as in bridge) is a series of 5 computer programs specifically written to assist with the teaching of elementary geotechnical engineering principles to university students at undergraduate level. The suite has been designed in such a way that users are made to work interactively with the programs, and are often required to provide numerical input. In this way, the users are involved in the solution process, thereby ensuring that the concepts are reinforced, rather than the user merely watching the computer solve the problem, or animate a particular apparatus. Each of the programs is described in detail, and a tutorial is provided which guides the user through each program. This manual does not attempt to discuss the basic theory underpinning each of the CATIGE for Windows programs. This is performed very well by many introductory geotechnical engineering texts, such as Craig (1997) or Whitlow (1990). Readers who wish to familiarise themselves with this material are referred to these texts.

2. SYSTEM AND HARDWARE REQUIREMENTS

The system and hardware requirements of the CATIGE programs are:

32-bit (x86) or 64-bit (x64) processor;

Minimum hard disk space of 500 megabytes; 1 Gigabytes of memory (RAM);

Recommended screen resolution, 1680 1050 or higher;

A mouse or suitable pointing device;

Internet connection for installation and web browser for help content; and Any one of the following operating systems: Microsoft Windows XP (Service Pack 2), Vista, 7, 8 or later with .NET Framework 3.0 or later installed.3. INSTALLing catigeTo download and install CATIGE: Go to the website and download a zipped copy of CATIGE.

Save the installation file to anywhere on your computer;

Unzip the installation file and double click setup.exe to initial installation process. The program has default installation folder C:\Program Files\Catige. After the installation is complete, you will find CATIGE under Start ( Programs ( CATIGE.4. List of Files

The CATIGE installation file contains the following files:

Share Files:

Soildef.txtDefault soil definition file

Alpha_Gravel.jpgAlpha gravel image file

Beta_Sand.jpgBeta sand image file

Kappa_Sand.jpgKappa sand image file

Lambda_Clay.jpgLambda clay image file

Sigma_Clay.jpgSigma clay image file

Omega_Clay.jpgOmega clay image fileBackGround_Image_P.bmpPortrait background image

BackGround_Image_L.bmpLandscape background imageClass

class.exeClass executable file

class.lanClass language file

Consol

consol.exeConsol executable fileconsol.lanConsol language file

DSand

dsand.exeDSand executable file

dsand.lanDSand language file

Proctor

proctor.exeProctor executable file

proctor.lanProctor language file

Triax

triax.exeTriax executable file

triax.lanTriax language file5. DESIGN PHILOSOPHY OF THE CATIGEIn order to create effective teaching tools, the developers decided that the CATIGE suites should meet a number of design criteria. These include:

The software should be easy to use, and should be user friendly - that is, sympathetic to the students inexperience with regard to geotechnical engineering parameters, as well as operating the computers themselves;

The programs should have adequate help facilities to encourage the students to use the software in their own time, at their own pace, and in order to minimise supervision by others;

While the programs have elements of analysis and design associated with them, the primary aim should be to enhance the students understanding of fundamental geotechnical engineering principles and not to provide experience in computer aided design;

The software should be user interactive - that is, the student should be encouraged to participate in the solution process, rather than simply watching the computer solve a problem, or animate a particular apparatus.

In addition, the upgraded CATIGE provides the following improvements to the CATIGE for DOS programs:

is easier to use - that is, more user friendly, with clear error messages, and utilising the excellent input/output facilities that are part of the Windows graphical user interface;

is more robust - that is, less susceptible to program terminations as a result of incorrect input, or network incompatibilities;

provides better help facilities.

Each of the CATIGE programs endeavours to satisfy these constraints.6. overview of the CATIGE The original CATIGE for DOS suite was developed in 1990 by Drs. S. D. Priest, J.N. Kay, and D. J. Walker, and Mr. G. G. de Vries. The suite was written in Turbo Pascal Version 6.0 and ran on IBM-compatible PCs in the DOS environment. The CATIGE is an extensive upgrade of the original CATIGE for DOS suite. The CATIGE consists of 5 separate programs:

1. Class Unified Soil Classification

2. Consol Consolidation Processes3. DSand Direct Shear Test In Sand

4. Proctor Proctor Compaction Test

5. Triax Triaxial Test

Central to the CATIGE are 6 hypothetical, yet realistic, soils which include gravels, sands, and clays. Many of the CATIGE programs (Class, Consol, DSand, Proctor and Triax) make use of these soils and each are discussed briefly below.

The soils have been given arbitrary names: Alpha Gravel; Beta Sand; Kappa Sand; Lambda Clay; Sigma Clay; and Omega Clay. The descriptions and field identification results of the soils are given in Table 6.1, and the various geotechnical properties of the soils are given in Table 6.2. The grading curves for the soils are shown in Figure 6.1, and the compaction characteristics, both standard Proctor and modified AASHO (AASHO, 1942) are shown in Figure 6.2.

Table 6.1Descriptions of the six hypothetical soils.

(Modified Priest et al., 1990)

Soil TypeDescriptions

Alpha GravelA coarse grained, grey/brown soil containing 55%, hard, angular to round gravels, 55 mm maximum size. The soil has a clean, rough texture and no smell.

Beta SandA coarse grained, predominantly light brown soil containing small black grains of heavy minerals. The soil has rough texture. The soil has no smell.

Kappa SandA soft, orange sandy soil containing small shell fragments. The soil has a light, open texture and no smell.

Lambda ClayA heterogeneous, grey/brown-coloured soil with a gritty texture. The soil has no distinctive smell.

Sigma ClayA highly plastic, brown soil with a slightly gritty texture, contains small amount of calcareous matters. The soil has no distinctive smell.

Omega ClayA highly plastic, brown cohesive soil with a smooth texture, small amount of red stain, and no distinctive smell.

Table 6.2.Hypothetical test data for the six soils.

(Modified Priest et al., 1990)

NameAlpha

GravelBeta

SandKappa

SandLambda

ClaySigma

ClayOmega

Clay

DescriptionSandy

GravelCoarse

SandFine

SandSandy

ClaySilty

ClayPlastic

Clay

ClassificationGPSWSC/SMCLOLCH

DilatancyN/AN/AHighMediumLowNone

Dry StrengthNoneNoneNoneLowMediumHigh

ToughnessN/AN/AN/AMediumLowHigh

Liquid Limit, wLN/AN/A25%34%45%56%

Plastic Limit, wPN/AN/A19%16%33%24%

Specific Gravity of Solids, Gs2.662.652.652.682.692.70

Void Ratio, e0.540.650.730.700.780.88

Degree of Saturation, Sr10%15%25%80%85%95%

Permeability, k (m/s)1.0(1021.5(1031.0(1051.0(1071.0(1081.0(1010

Consolid'n Coeff., cv (m2/s)N/AN/A3.0(1025.0(1052.0(1064.0(108

Cohesion, c (kPa)5.05.05.05.010.025.0

Peak ( '413735323028

Residual ( '403734282622

Pore Pressure Parameters:

B0.70.60.80.80.91.0

Critical State Parameters:

(0.1160.160.1640.1950.2560.32

(0.0820.0990.1110.1950.2560.32

Parameter ( is an average of the following applicable formulae:( = 0.009 (wL ( 10) / 2.3( = 0.4 (e0 ( 0.25) / 2.3( = 0.37 [e0 + 0.003 wL ( 0.34] / 2.3

( = 0.0023 ( wL ( Gs / 2.3

Whilst parameter ( is an average of the following applicable formulae:( = 0.15 (e0 + 0.007) / 2.3

( = 0.4 (e0 ( 0.25) / 2.3

( = 0.37 [e0 + 0.003 wL ( 0.34] / 2.3

( = 0.0023 ( wL ( Gs / 2.3

( =

M = 6 * Math.Sin(SoilResidualInternalFrictionAngle[SoilTypeIndex] / 180.0 * Math.PI) / (3 - Math.Sin(SoilResidualInternalFrictionAngle[SoilTypeIndex] / 180.0 * Math.PI));

if (SoilLiquidLimit[SoilTypeIndex] != -1.0 && SoilVoidRatio[SoilTypeIndex] != -1.0 && SoilSpecificGravity[SoilTypeIndex] != -1.0)

{

double l_temp1 = (0.40 * (SoilVoidRatio[SoilTypeIndex] - 0.25)) / 2.3;

double l_temp2 = (0.009 * ((SoilLiquidLimit[SoilTypeIndex] * 100) - 10)) / 2.3;

double l_temp3 = (0.37 * (SoilVoidRatio[SoilTypeIndex] + (0.003 * SoilLiquidLimit[SoilTypeIndex] * 100) - 0.34)) / 2.3; //'= 0.37 * [e0 + (0.003 * LL) - 0.34]

double l_temp4 = (0.00234 * SoilLiquidLimit[SoilTypeIndex] * 100 * SoilSpecificGravity[SoilTypeIndex]) / 2.3;

l = (l_temp1 + l_temp2 + l_temp3 + l_temp4) / 4.0;

}

else if (SoilLiquidLimit[SoilTypeIndex] == -1.0 && SoilVoidRatio[SoilTypeIndex] != -1.0) l = (0.40 * (SoilVoidRatio[SoilTypeIndex] - 0.25)) / 2.3;

k = l / 7.5;

v = SoilDrainedPoissonRatio[SoilTypeIndex];

e0 = SoilVoidRatio[SoilTypeIndex];

Figure 6.1 Grading curves for the six standard soils.

(After Priest et al., 1990)

Figure 6.2a Compaction characteristics for the Beta sand.

Figure 6.2b Compaction characteristics for the Kappa sand.

Figure 6.2d Compaction characteristics for the Lambda clay.

Figure 6.2e Compaction characteristics for the Sigma clay.

Figure 6.2f Compaction characteristics for the Omega clay.7. Class - Unified Soil Classification

7.1 Overview

This program guides students through the process used to identify and classify soils using the Unified Soil Classification System (USCS). Class uses the six hypothetical soils and allows the user to choose various laboratory tests and field identification techniques to identify the soils. The results of sieve analyses, Atterberg limit tests, as well as hydrometer analysis, can be plotted to assist the student in classifying the soils. In order to make the process realistic, the user is given a budget and each laboratory test is charged against this budget. When the user feels that sufficient testing has been performed, the user may suggest the Unified Soil Classification for the selected soil. The main Class form is shown in Figure 7.1.

7.2 Menu Options

File:Open:Allows the user to load a different soil definition file.

New Soil:Allows the user to choose a different soil to identify and recommences the identification process.Exit:The program is terminated. View:Grain SizeDisplays the grading curve, that is, a plot of the results ofDistribution Graph:the sieve analysis, as shown in Figure 7.2.HydrometerDisplays the results of the hydrometer test, as shown inTest Results:Figure 7.3.Liquid Limit andDisplays the results of the plasticity test, including thePlastic Limit Testplasticity chart and a plot of the Liquid Limit test using Results:the fall cone apparatus, as shown in Figure 7.4.ClassifyRequests the user to specify the Unified Soil Classifica-Using USCS:tion for the current soil. Testing Costs: This option displays the following information:

Figure 7.1 CATIGE - Class - Main form.

Figure 7.2 CATIGE - Class - Grain Size Distribution Graph form.

Figure 7.3 CATIGE - Class - Hydrometer form.

Figure 7.4 CATIGE - Class - Liquid Limit and Plastic Limit Test Results form.

TestsRates

Obtain New Batch of Soil Samples $150 per batch

Preparing Soil Samples$100 per batch

Sieve Analysis$100 per test

Field Identification Tests$45 per test

Liquid Limit Test$175 per test

Plastic Limit Test$175 per test

Hydrometer Test$225 per test

Help:Website:Go to CATIGE website.

About:Brief information regarding the development of Class is displayed.7.3 Input Parameters

The Class Main form allows the user to select a Soil Sample, Field Tests, Laboratory Tests, which include Sieve Analysis, Plasticity Test (Liquid Limit and Plastic Limit) and Hydrometer Test as shown in Figure 7.1. A brief description for each of the input and selection is given as follows: Soil Sample:The user is able to select any one of CATIGEs six hypo-

thetical soils (Soil Sample 1, Soil Sample 2, Soil Sample 3,Soil Sample 4, Soil Sample 5, or Soil Sample 6). Field Tests:The user is able to Feel, Look at, and Smell the Sample,

and perform a Dilatancy Test, a Dry Strength Test, and a

Toughness Test. Select Perform all Field Tests to carry

carry out all aforementioned field test. Laboratory Tests:Sieve Analysis:The user is able to choose up to 8 of the 17 standard sieve sizes, as shown in Figure 7.1. When ready, click the Start Testing button. The results of the sieve analysis are subsequently displayed in CATIGE - Class - Main form, as shown in Figure 7.1. The grading curve for this sieve analysis can be plotted on the screen, as shown in Figure 7.2, by selecting the View: Grain Size Distribution Graph menu option.

Plasticity Test:Selecting this option causes the soil to be passed through

a 0.425 mm sieve, whereby the material passing this

sieve is available for Atterberg Limit tests, that is, Liquid

and Plastic Limits, as specified by the relevant test

standards.

Liquid Limit Test:Selecting this option causes the finer than 0.425 mm fraction to be tested using the fall cone test. The Liquid Limit is defined as the moisture content at which the cone penetrates the soil sample by 20 mm. The results are displayed in the CATIGE - Class - Liquid Limit and Plastic Limit Test Results form.

Plastic Limit Test:Selecting this option causes the finer than 0.425 mm fraction to be tested by rolling threads of soil. The results are displayed in the Result of the Plastic Limit Test form. The Plastic Limit is defined as the moisture content at which threads of soil crumble at a diameter of 3 mm. The results are displayed in the CATIGE - Class - Liquid Limit and Plastic Limit Test Results form.A graphical plot of plasticity test results can be displayed by selecting the View: Liquid Limit and Plastic Limit Test Results menu option.

Hydrometer Test:Selecting this option causes the finer than 0.075 mm fraction to be tested by using hydrometer method. The test results are displayed in the CATIGE-Class- Hydrometer form as shown in Figure 7.3. D10, D30 and D60:The grain diameter (in mm) corresponding to 10, 30 and 60 percent passing by weight.7.4 Procedure for Running Class1. From the Soil Sample box, select one of CATIGEs six hypothetical soils.

2. To assist in classification process, perform any number of laboratory or field tests by selecting one of the options in the Laboratory Tests or Field Tests menu.

3. When you feel you have enough information to classify the soil, select Classify Using USCS from the menu and choose and complete the Unified Soil classification.

4. When finished, exit the program by selecting the File menu option and then Exit.

7.5 Class Tutorial

1. Run Class by choosing Start ( Programs ( CATIGE ( Class.

Classify COARSE-GRAINED soils:2. In the Soil Sample box, select Soil Sample 1.3. Click the picture to see larger image, which provides useful information including the range of grain sizes, presence of fines, colour and etc. Click Close button to exit.4. Under Field Tests, select Look at Sample and Feel Sample, as shown in Figure 7.1.5. Perform a sieve analysis on this soil by selecting the Sieve Analysis and then select 53, 26.5, 19, 13.2, 9.5, 6.7, 4.75 and 1.18 mm sieves sizes under Laboratory Tests, as shown in Figure 7.1.6. Click Start Testing button.7. Select View and then Testing Costs from the menu, the total cost of the tests is subsequently displayed.

8. The results of field tests and sieve analysis are subsequently displayed, as shown in Figure 7.1.

9. Inspect the grading curve by clicking View and then Grain Size Distribution Graph from menu. This curve is shown in Figure 7.2. Since more than 50% is greater than 0.075 mm, the soil must be coarse-grained, that is, a sand or a gravel. Notice that approximately 88% is gravel.10. Gradation of a soil can be determined by calculating the coefficient of uniformity, Cu, and the coefficient of curvature, Cc. 11. From this plot you should be able to determine the Unified Soil Classification symbol for Soil Sample 1. When you know the classification symbol, select View from the menu and then Classify Using USCS, complete the classification. 12. Exit the program by selecting the File menu option and then Exit.

Classify FINE-GRAINED soils:

13. From the Soil Sample box, select Soil Sample 5.

14. Click the picture to see larger image, which provides useful information including the range of grain sizes, presence of fines, colour and etc. Notice that the soil consists of, predominantly, fine-grained soil and, possibility, some fine sand. Soil particles of fine-textured soils are invisible to the naked eye. Click Close button to exit.

15. Now select Perform All Field Tests. 16. Sieve analysis is useful if the soil contains fine sands. Up to 8 sieve sizes can be selected. Choose the sieve sizes carefully; in this case, we only need three smallest sieves sizes, i.e. 300, 150 and 75 (m.

17. Hydrometer test and Atterberg Limit test are recommended to refine our classification. Select Hydrometer Test, Plasticity Test, both Liquid Limit and Plastic Limit.18. Click Start Testing button.19. The results of field tests and sieve analysis are subsequently displayed in CATIGE - Class - Main form.

20. Select View and then Testing Costs from the menu, the total cost of the tests is subsequently displayed.

21. Inspect the grading curve by clicking View and then Grain Size Distribution Graph. Since more than 50% is finer than 0.075 mm, the soil must be fine-grained, that is, a silt or a clay.

22. To view the results of hydrometer test, select View and then Hydrometer Tests Results from the menu. The results of hydrometer test are subsequently displayed, as shown in Figure 7.3. Click the Particle Size Curve button to view the grading curve again. Notice that approximately 52% of the soil is made up of silt-size particles.23. Now select View and then Liquid Limit and Plastic Test Results from the menu. The results of the fall cone test and plastic limit test are displayed, as shown in Figure 7.4.24. The results of the fall cone test, that is, moisture content (%) plotted against cone penetration (mm). Since the Liquid Limit is the moisture content at which the cone penetrates 20 mm, the Liquid Limit is approximately 45%.

25. The Plastic Limit is the moisture content at which the soil will crumble when rolled into 3 mm diameter threads. The Plastic Limit is approximately 33%.

26. The plasticity index (%) is the difference between Liquid Limit and Plastic Limit and it is plotted against Liquid Limit (%) in Casagrandes Plasticity Chart. The Plasticity Chart is used in the Unified Soil Classification System to classify fine-grained soils.27. From these plots you should be able to determine the Unified Soil Classification symbol for Soil Sample 4. When you know the classification symbol, select View from the menu and then Classify Using USCS, complete the classification.

28. Exit the program by selecting the File menu option and then Exit.

8. Consol - Consolidation Processes

8.1 Overview

The aim of Consol is to provide an introduction to the processes that occur during one-dimensional consolidation. Consol allows the user to choose one of the standard soils, one- or two-way drainage, the thickness of the consolidating layer and the stress increment. Consol displays the test configuration as well as graphs of excess porewater pressure vs. depth of the layer, degree of consolidation vs. time factor, Tv, and the change in layer thickness vs. time.

The CATIGE - Consol - Main form is shown in Figure 8.1. The upper of the screen displays the input parameters, such as soil type, load increment, soil thickness, the direction of drainage, as well as the current time of consolidation and the total settlement. Total settlement plotted against time is presented in the lower half of the main form.The CATIGE - Consol - Graphs form is shown in Figure 8.2, and it shows two plots. The upper half is the plot of excess porewater pressure vs. depth of the layer, whereas the lower half shows degree of consolidation vs. time factor, Tv. Values for these graphs are determined from the Fourier series solution of the basic differential equation for one-dimensional consolidation (Craig, 1997).8.2 Menu Options

File:Open:Allows the user to load a different soil definition file.

Restart:Start again with a new test.

Exit:The program is terminated.

View:

Graphs:Open the CATIGE - Consol - Graphs form. Help:Website:Go to CATIGE website.

About:Brief information regarding the development of Consol is displayed.

Figure 8.1 CATIGE - Consol - Main form.

Figure 8.2 CATIGE - Consol - Graphs form.

8.3 Input Parameters

The CATIGE - Consol - Main form allows the user to select a Soil Type, Drainage Condition, Thickness (in metres) and Stress Increment (in kPa), as well as Time Speed, as shown in Figure 8.1. A brief description for each of the input and control parameters is given as follows: The Soil Type allows the user to choose one of the standard soils.

The Drainage Condition of the soil can be either One Way or Two Way. Since Consol simulates one-dimensional drainage, a soil sample or layer may drain vertically upwards or downwards (one way drainage) or both upwards and downwards (two way drainage). An oedometer test is usually two-way drainage.

The Thickness is the thickness of the soil layer or sample in the vertical direction (max. 30 m).

The Stress Increment is the additional pressure applied to the soil layer that causes consolidation to occur.

The Time Speed allows the user to speed up the simulation when the computer simulation taking an excessive amount of time. 8.4 Procedure for Running Consol1. Select a Soil Type, Drainage Condition, Thickness (in metres) and Stress Increment (in kPa).

2. To initiate the consolidation process, click the Start button. The elapsed time, settlement and excess pore water pressure are updated every second, and the three graphs, namely, excess porewater pressure vs. depth of the layer, degree of consolidation vs. time factor, Tv, and the settlement vs. time are plotted live. 3. Click Pause button at anytime to temporarily halt the simulation, and click Start Again button to resume.4. Continue until consolidation has effectively ceased. This is indicated by the settlement vs. time graph levelling-off, as well as the settlement ceasing to increase. Since consolidation never ceases (secondary consolidation, or creep, continues indefinitely), Consol allows the user to continue indefinitely.

5. When finished, exit the program by selecting the File menu option and then Exit.

8.5 Consol Tutorial

1. Run Consol by choosing Start ( Programs ( CATIGE ( Consol.2. Let us simulate an oedometer test by entering the values shown in Figure 8.1.3. Click the Start button to initial the consolidation simulation. 4. Continue until consolidation has effectively ceased. This occurs at approximately 20minutes, and a total settlement of approximately 1.28mm. This can be seen by the settlement value remaining constant in the results box, as well as the settlement vs. time graph levelling-off. In addition, the excess porewater pressure is effectively equal to zero when the time is equal to 23minutes.

5. If you wish, click the File and then restart, use the same Soil Type but vary the Drainage Condition or Stress Increment. Notice the effect.

6. When you are ready, exit Consol by clicking File and then Exit.

9. DSand - Direct Shear Test In Sand

9.1 Overview

The program DSand is a graphical representation of the direct shear test performed on specimens of sand. The dry sand can be tested in either a loose, medium, or dense state. After specifying the hanger load or applied load, DSand then animates the test apparatus and plots the result on a shear stress vs. displacement and a normal stress vs. peak shear stress graph. The user is then able to perform additional tests with different hanger loads, after which, the user may estimate the internal angle of friction, (, and soil cohesion, c.

Typical DSand displays are shown in Figures 9.1 and 9.2.

9.2 Menu Options

File:Open:Allows the user to load a different soil definition file.

Restart:Start again with a new test.

Exit:The program is terminated.

View: Estimate cThis option allows the user to estimate the soil cohesion, and phi:c, and the internal angle of friction, (, of the soil. Two

horizontal scroll bars are displayed which, when

changed, the Mohr-Coulomb failure envelope (the blue

line) is drawn at the selected angle. The user can vary

the angle and soil cohesion until the failure envelope

passes through the measured data points. Help:Website:Go to CATIGE website.

About:Brief information regarding the development of Dsand is displayed.9.3 Input Parameters

The CATIGE - Dsand- Main form allows the user to select a Soil Type, Applied Load (in N), Saturation Condition, Soil Density (Loose, Medium or Dense) and Time Speed, as shown in Figure 9.1. A brief description for each of the input and control parameters is given as follows:

Figure 9.1 CATIGE - DSand - Main form display.

Figure 9.2 CATIGE - DSand - Graphs form display. The Soil Type allows the user to choose one of the standard soils. The Applied Load allows user to select the amount of load (100, 200, 300 or 400 N) applied to the soil sample.

The default Saturation Condition of the soil is dry.

The Soil Density relates to the packing arrangement of soil particles. It allows the user to select either a loose, medium dense, or dense sand to be tested. The Time Speed allows the user to speed up the simulation when the computer simulation is taking an excessive amount of time. 9.4 Procedure for Running DSand1. In the CATIGE - Dsand - Main form, select (1) a Soil Type; (2) an Applied Load, in Newtons (choose either 100, 200, 300 or 400 N), which is the normal (vertical) load that will be applied to the top plate of the shear box; and (3) a Soil Density: either a loose, medium dense or dense sand.

2. Click the Start button.

1. Once the Start button has been clicked, DSand carries out a direct shear test. The elapsed time, horizontal displacement, effective surface area of shear, shear load, normal stress and shear stress are updated every second.2. DSand plots a Shear Stress vs. Horizontal Displacement curve, as well as, a Vertical Displacement vs. Horizontal Displacement curve. This results in a single point on the Shear Stress vs. Normal Stress graph, which DSand subsequently displays.

3. To perform another test with a different hanger load, as would be done in an actual direct shear test, select the different Applied Load.

4. Once at least one test has been performed, we can start estimating ( and c. Click the ( arrow on the vertical scroll bar to increase the angle of ( (phi, the internal angle of friction) or soil cohesion, c. Click the ( arrow to decrease ( or c. The soils ( and c are determined by a straight line which passes through each measured point (as well as through the origin if the soil is a sand, that is, c = 0kPa).5. Once the values of ( and c have been determined, the testing is complete, and the user may end DSand by selecting the File and Exit menu options or initiate a new test by selecting File and Restart.

9.5 DSand Tutorial

1. Run Dsand by choosing Start ( Programs ( CATIGE ( Dsand.

2. In the CATIGE-Dsand-Main form, select a Medium dense Beta Sand, and enter an applied load of 100 N, as shown in Figure 9.1. 3. Click the Start button.4. Once the Start button has been clicked, DSand carries out a direct shear test. The elapsed time, horizontal displacement, effective surface area of shear, shear load, normal stress and shear stress are updated every second.

5. Watch as DSand plots a Shear Stress vs. Horizontal Displacement graph, as well as Vertical Displacement vs. Horizontal Displacement graph in the CATIGE-Dsand-Main form.6. Watch as DSand animates the direct shear test apparatus in the CATIGE-Dsand-Graphs form, as shown in Figure 9.2.7. Note that the maximum value of shear stress corresponds to the value of the shear stress plotted on the Shear Stress vs. Normal Stress graph, which DSand displays in the CATIGE-Dsand-Graphs form. As can be seen from this graph, this test represents one point. In order to obtain a reliable estimate of ( (phi, the internal angle of friction) as well as c (soil cohesion) of the sand, at least 2 or 3 tests should be performed.

8. To perform another test with a different hanger load. Enter an Applied Load of 200 N and click the Start button.

9. DSand then re-animates the apparatus, plots a new curve on the Shear Stress vs. Horizontal Displacement graph and the Vertical Displacement vs. Horizontal Displacement graph, and another point on the Shear Stress vs. Normal Stress graph.

10. Repeat steps 8 and 9 above, but this time enter a load of 400 N.

11. You have now performed three direct shear tests on specimens of dry, medium-density sand. Now let us estimate ( and c. Select the CATIGE-Dsand-Graphs form or select View and then Estimate Phi and c from menu option, the CATIGE-Dsand-Graphs form shown in Figure 9.2 is displayed.

12. Click the ( and ( arrows on the horizontal scroll bar to increase and decrease, respectively, the angle of friction and soil cohesion. The line, which corresponds to the Mohr-Coulomb failure envelope, should pass through the 3 points when ( is equal to 37( and c is equal to 5 kPa.

13. When ready to exit DSand, select File and Exit.10. Proctor - Proctor Compaction Test

10.1 Overview

The program Proctor demonstrates the standard Proctor, as well as the modified Proctor tests. The user may choose one of CATIGEs six hypothetical soils and the type of Proctor test. The process is demonstrated by using an animated graphics screen. Proctor guides the user through the compaction test procedure and plots the results on a standard compaction graph. The user is able to add or remove moisture and repeat the test, enabling several compaction points to be determined. Having done this, the user is then asked to estimate the optimum moisture content and the maximum dry unit weight of the soil. The main Proctor form is shown in Figure 10.1.10.2 Menu Options

File:Open:Allows the user to load a different soil definition file.

Restart:Start again with a new test; all compaction points are deleted.Exit:The program is terminated.

View: Portrait View:Allows the user to switch from landscape to portrait view.Landscape View:Allows the user to switch from portrait to landscape view. Help:Website:Go to CATIGE website.

About:Brief information regarding the development of Proctor is displayed.10.3 Input Parameters

The CATIGE - Proctor allows the user to select a Soil Type, Test Type (Standard or Modified Compactive Effort), and Time Speed, as shown in Figure 10.1. A brief description for each of the input and control parameters is given as follows:

Figure 10.1 CATIGE - Proctor form. The Soil Type allows users to choose one of CATIGEs standard soils (Beta Sand, Kappa Sand, Lambda Clay, Sigma Clay and Omega Clay) for compaction testing. In addition, Test Type allows users to choose either the Standard Proctor (Standard Compactive Effort), or Modified Proctor (Modified Compactive Effort), compaction test. The latter provides greater compactive energy than the former. Test Procedure:Ready:

User requested to choose one of CATIGEs standard soils (Beta Sand, Kappa Sand, Lambda Clay, Sigma Clay and Omega Clay) for compaction testing. In addition, choose either the Standard Proctor (Standard Compactive Effort), or Modified Proctor (Modified Compactive Effort), compaction test. Proctor ready the soil for testing and compaction mould has been weighted. The weight is displayed in the Mass of Mould box at the bottom of the screen.Step 1 Load Soil into Mould and Compact:

Proctor places soil in the compaction mould (the number of layers dependent on the test type) and hammers each layer 25 times.

Step 2 Weigh Mould and Compacted Soil:

Proctor weighs the compacted soil in the standard mould. The weight is displayed in the Mass of Mould and Compacted Soil box at the middle of the screen.

Step 3 Calculate Moisture Content:

Proctor prompts the user to determine the moisture content of the compacted soil. This is achieved by clicking the Calculate button.

Step 4 Calculate Dry Density:

Proctor prompts the user to calculate the dry density of the compacted soil. This is achieved by clicking the Calculate button.

Step 5 Plot Test Result:

Proctor plots the moisture content and dry density on the compaction graph at the bottom of the screen.Step 6 Vary Moisture Content of soil and Repeat the Process:

The user is requested to input the desired moisture content of the soil. This can be done by clicking ( and ( arrows on the horizontal scroll bar adjacent to the Change the Moisture Content to text label. By clicking the Repeat the Process button, Proctor, first, determines the volume of water that needed to be added to, or removed from, the soil to achieve the required moisture content, and then automatically repeat the Steps 1 to 5. Proctor adds another compaction point (moisture content and dry density) on the compaction graph at the bottom of the screen.

Step 7 Determine OMC & Maximum Dry Density.:

Once a minimum of 4 points have been determined, the user is able to estimate the optimum moisture content (OMC) and maximum dry density of the soil. Move the mouse cursor to the compaction graph and the mouse cursor will change to a cross hair. When the user click the left mouse button, the estimated OMC and maximum dry density are displayed in the Optimum Moisture Content and Maximum Dry Density boxes. Click the Submit button to continue. 10.4 Procedure for Running Proctor1. Select the Soil Type you wish to test and the Test Type.

2. Move the tab in the Test Procedure track-bar and select Step 1 (Load Soil into Mould and Compact). Proctor places soil in the compaction mould (the number of layers dependent on the test type) and hammers each layer 25 times.

3. Move the tab again in the Test Procedure track-bar and select Step 2 (Weigh Mould and Compacted Soil). Proctor weighs the compacted soil in the compaction mould. The weight is displayed in the Mass of Mould and Compacted Soil box at the middle of the screen.

4. Select Step 3 (Calculate Moisture Content) in the Test Procedure track-bar. Proctor displays the formulation used to determine the moisture content. Calculate the moisture content of the compacted soil by clicking the Calculate button.

5. Select Step 4 (Calculate Dry Density) in the Test Procedure track-bar. Proctor displays the formulations used to determine the dry density. Calculate the dry density of the compacted soil by clicking the Calculate button.

6. Select Step 5 (Plot Test Result) in the Test Procedure track-bar. Proctor plots the moisture content and dry density on the compaction graph at the bottom of the screen. One compaction point has now been achieved.

7. Select Step 6 (Vary Moisture Content of soil and Repeat the Process) in the Test Procedure track-bar. The user is requested to input the desired moisture content of the soil. This can be done by clicking the ( and ( arrows on the horizontal scroll bar adjacent to the Change the Moisture Content to text label. By clicking the Repeat the Process button, Proctor, first, determines the volume of water needed to be added to, or removed from the soil to achieve the required moisture content, and then automatically repeats Steps 1 to 5. Proctor adds another compaction point (moisture content and dry density) on the compaction graph at the bottom of the screen.8. Now repeat Steps 6 (Vary Moisture Content of soil and Repeat the Process), at least three more times, so that a minimum of 4 compaction points have been achieved. Once this has been done, Proctor allows Test Procedure Step 7 to be performed.

9. Once at least 4 compaction points have been performed, the user is able to estimate the optimum moisture content (OMC) and maximum dry density, (max, of the soil. To assist with the estimation of the OMC and Maximum Dry Density, move the mouse pointer to the compaction graph, the mouse cursor will change to a cross hair when hover over the graph. The OMC and (max are the (x, y) coordinates, respectively, of the uppermost point of the compaction curve. Click the left mouse button, the estimated OMC and maximum dry density are displayed in the Optimum Moisture Content and Maximum Dry Density boxes.

10. When ready, click the Submit button (above the compaction graph) to continue.

11. Proctor will draw the actual compaction curve and the location of the OMC and (max in red. In addition, Proctor displays the actual OMC and (max.12. Proctor is terminated by selecting the File menu option and then Exit.

10.5 Proctor Tutorial

1. Run Proctor by choosing Start ( Programs ( CATIGE ( Proctor.

2. Select the Omega Clay and Modified Compactive Effort options, as shown in Figure 10.1.3. Notice that the Proctor weighs the standard mould. The weight, 2644.4 g, is displayed in the Mass of Mould box at the middle of the form, as shown in Figure 10.1. 4. Move the tab in the Test Procedure track-bar and select Step 1 (Load Soil into Mould and Compact). Proctor places soil in the compaction mould (the number of layers dependent on the test type) and hammers each layer 25 times.5. Watch as Proctor animates the test apparatus.6. Move the tab again in the Test Procedure track-bar and select Step 2 (Weigh Mould and Compacted Soil). Proctor weighs the compacted soil in the compaction mould. The weight, 4408.6 g, is displayed in the Mass of Mould and Compacted Soil box in the middle of the screen, as shown in Figure 10.2. Note that the starting moisture content is random as we observed in real soil testing.

7. Select Step 3 (Calculate Moisture Content) in the Test Procedure track-bar. Proctor displays the formula used to determine the moisture content. Calculate the moisture content of the compacted soil by clicking the Calculate button. The value should be around 6.97%.8. Select Step 4 (Calculate Dry Density) in the Test Procedure track-bar. Proctor displays the formulas used to determine the dry density. Calculate the dry density of the compacted soil by clicking the Calculate button. The value should be around 1.65 t/m3.9. Select Step 5 (Plot Test Result) in the Test Procedure track-bar. Proctor plots the moisture content (6.97 %) and dry density (1.65 t/m3) on the compaction graph at the bottom of the screen. One compaction point has now been achieved.

10. Now vary the moisture content of the soil for the next compaction point. Select Step 6 (Vary Moisture Content of soil and Repeat the Process) in the Test Procedure track-bar. Let us increase the moisture content to 9.86%. This can be achieved by successively clicking the ( arrow on the horizontal scroll bar adjacent to the adjacent to the Change the Moisture Content to text label.

11. Click the Repeat the Process button. Proctor, first, determines the volume of water that needed to be added to the soil to achieve the required moisture content, and then automatically repeat the Steps 1 to 5. Proctor adds another compaction point (moisture content and dry density) on the compaction graph at the bottom of the screen. You now have 2 compaction points.

12. Increase the moisture content to 12.53% and click the Repeat the Process button. You now have 3 compaction points.

13. Increase the moisture content to 16.87% and click the Repeat the Process button. You now have 4 compaction points.

14. You have now enough compaction points (a minimum of 4 points) to be able to estimate the optimum moisture content, OMC, and the maximum dry density, (max. To assist with the estimation of the OMC and (max, place the mouse pointer over the compaction graph. The pointer changes to a cross hair (+). Now move the mouse over the compaction graph and notice the coordinates of the pointer are displayed in the box above the graph. The OMC and (max are the (x, y) coordinates, respectively, of the uppermost point of the compaction curve. This occurs at approximately (13.84%, 1.85 t/m3). Click the left mouse button, the estimated OMC and maximum dry density are entered automatically and displayed in the Optimum Moisture Content and Maximum Dry Density boxes.

15. Click the Submit button (above the compaction graph) to continue. Proctor will then draw the actual compaction curve and the location of the OMC and (max in red. In addition, Proctor displays the actual OMC of 14.0% and (max of 1.86t/m3.

16. When you are ready, exit Proctor by selecting the File menu option and then Exit.

Figure 10.2 Weigh Mould and Compacted Soil.11. Triax - Triaxial Test

11.1 Overview

Triax simulates the triaxial testing of soils and guild the users through the processes in routine triaxial test. All six of CATIGE's soils can be tested, using consolidated drained or consolidated undrained conditions. The cell and back pressures can be controlled to simulate different effective stresses, and, also, overconsolidation ratios or OCR. An axial stress vs. axial strain graph can be plotted. Porewater pressures are measured and displayed throughout the test. Modified Cam-clay model has been adopted in Triax.The main Triax form is shown in Figure 11.1.

11.2 Menu Options

File:Open:Allows the user to load a different soil definition file.

Restart:Start again with a new test; all previous test data are deleted.

Exit:The program is terminated.

View:Graphs:This option displays the plots. Help:Website:Go to CATIGE website.

About:Brief information regarding the development of Triax is displayed.11.3 Input ParametersTriax has a number of input parameters. These include: Soil Type; Test Type; Cell Pressure (kPa), Back Pressure (kPa) and Loading Rate. Users may alter, on this form, any of the values shown in bold above. A brief description for each of the input and control parameters is given as follows:

Figure 11.1 Main Triax form.

The Soil Type allows the user to choose one of the standard soils.

The Test Type allows users to choose either the Consolidated Undrained (CU) or Consolidated Drained (CD), triaxial test. CU simulates a rapid loading, whereas the latter simulates long term behaviour under loading. Target Cell Pressure (kPa) allows user to apply confining stress to the specimen (c = 3) by pressurising the cell fluid.

Target Back Pressure (kPa) allows the back or pore pressure to be applied to the specimen.

Target Time (min) is the time required to reach the target pressures. Loading Rate (mm/min) is the constant rate/speed that the loading platen moves in the axial direction when the specimen is sheared.11.4 Procedure for Running Triax1. Upon start up, Triax displays the CATIGE - Triax - Main form. The triaxial apparatus is shown. In the Phase 1: Sample Preparation, the user is prompted to select: (1) Soil Type: one of CATIGEs six soils; (2) the Test Type or drainage condition (undrained simulates a rapid loading, whereas drained simulates long-term behaviour).

2. A brief description and initial measurements for the chosen soil specimen is displayed in the boxes below, as shown in Figure 11.1.

3. The soil specimen is now ready to be tested. Click Start button to enable Phase 2. 4. In Phase 2: Saturation, back pressure is applied to the soil specimen so that all voids within the soil sample are filled with water. This is achieved by applying the back pressure as well as cell pressure. Enter values for Target Cell Pressure (kPa), Target Back Pressure (kPa) and Target Time (min) in the respective boxes. Note that Target Cell Pressure must be greater than Target Back Pressure so only positive effective stress is measured. Click Start button when ready.

5. Note that the drainage valve is opened. The variation of cell pressure and back pressure with time is displayed in CATIGE - Triax - Graphs form. Notice that the cell pressure and back pressure are raised to the target values over predetermined period and maintained for 24 hours.6. Click Fast-Forward button to skip to the end of Phase 2. Triax will display the final results for Phase 2.7. Click OK button to enable Phase 3: B-Value.8. In Phase 3: B-Value, a short test is performed to determine Skemptons B-value to check the degree of saturation is close enough to full saturation. Enter values for Target Cell Pressure (kPa) and Target Time (min). Click Start button when ready.

9. Note that the drainage valve is closed. CATIGE - Triax - Graphs form shows the variation of cell pressure, pore pressure and corresponding B-value with time. Allow the cell pressure to rise to the target value and note the B-value (alternatively, click Fast-Forward button to skip to the end of Phase 3 and the final results for Phase 3 will be displayed).10. Click OK button to move to Phase 4: Consolidation.11. Enter values for Target Cell Pressure (kPa). The Target Back Pressure (kPa) is equal to the final pore water pressure achieved Phase 2. Click Start button when ready. 12. Note that the drainage valve is opened to allow water leaving the soil specimen.

13. CATIGE - Triax - Graphs form shows the variation of volume change (mm3) with respect to time. Continue until consolidation has effectively ceased. This is indicated by the volume change vs. time graph levelling-off. The time required for this process depends on the permeability of soil sample. Since consolidation never ceases (secondary consolidation, or creep, continues indefinitely), Triax allows the user to continue indefinitely.

14. Alternatively, click Fast-Forward button to skip to the end of Phase 4 and the final results for Phase 4 will be shown.

15. Click OK button to move to Phase 5: Shearing.

16. In Phase 5: Shearing, the user is request to enter values for Target Cell Pressure (kPa), Target Back Pressure (kPa) and Loading Rate (mm/min) in the respective boxes. Overconsolidated soil sample (OCR >>1) can be simulated by manipulating the values of Target Cell Pressure (kPa), Target Back Pressure (kPa).17. Click Start button when ready. 18. Note that the drainage valve is either opened (consolidated drained) or closed (consolidated undrained) depending on Test Type.

19. As the test progresses, the user can see an axial stress vs. axial strain curve (red) as well as pore water pressure vs. axial strain curve plotted in one graph. 20. Triax automatically terminates the testing when the axial strain reaches 20% (shear failure has already occurred in most cases). 21. For drained test, this test could take weeks. Click Fast-Forward button to skip to the end of Phase 5. Triax will display the final results for Phase 5.22. Further information regarding the triaxial test is given in the various options in the Help menu.

23. Triax is terminated by selecting the File ( Exit menu option.11.5 Triax Tutorial

1. Run Triax by choosing Start ( Programs ( CATIGE ( Triax.

2. Let us perform a consolidated undrained (CU) test on a sample of Omega Clay. Hence Select Omega Clay and a Consolidated Undrained test in the CATIGE - Triax - Main form.

3. A brief description and initial measurements (e.g. length, diameter, specific gravity and etc.) for the chosen soil specimen is displayed in the boxes below, as shown in Figure 11.1. 4. The soil specimen is now ready to be tested. Click Start button to enable Phase 2. 5. In the Phase 2: Saturation, back pressure is applied to the soil specimen so that all voids within the soil sample are filled with water. Enter values (300, 150 and 5) for Target Cell Pressure (kPa), Target Back Pressure (kPa) and Target Time (min) in the respective boxes, as shown in Figure 11.2. Note that Target Cell Pressure must be greater than Target Back Pressure so only positive effective stress is measured. 6. Click Start button when ready.7. Note that the drainage valve is opened. The variation of cell pressure and back pressure with time is displayed in CATIGE - Triax - Graphs form. Notice that the cell pressure and back pressure are raised to the target values over predetermined period and maintained for 24 hours (i.e. if uninterrupted, the simulation will continue for at least 24 hours.)8. Click Fast-Forward button to skip to the end of Phase 2. Triax will display the final results for Phase 2.9. Click OK button to enable Phase 3: B-Value.10. In Phase 3: B-Value, a short test is performed to determine Skemptons B-value to check the degree of saturation is close enough to full saturation. Enter a value of 350 kPa for Target Cell Pressure and 20 mins for Target Time, as shown in Figure 11.3. 11. Click Start button when ready. 12. Note that the drainage valve is closed. CATIGE - Triax - Graphs form shows the variation of cell pressure, pore pressure and corresponding B-value with time. Allow the cell pressure to rise to the target value and note the B-value.13. Click Fast-Forward button to skip to the end of Phase 3 and the final results for Phase 3 will be displayed, as shown in Figure 11.3. Note that the final B-value is close to unity, which implies full saturation for clay.14. Click OK button to move to Phase 4: Consolidation.15. Enter 400 for Target Cell Pressure (kPa) as shown in Figure 11.4. The Target Back Pressure (kPa) is equal to the final pore water pressure achieved Phase 2. 16. Click Start button when ready. 17. Note that the drainage valve is opened to allow water leaving the soil specimen.18. CATIGE - Triax - Graphs form shows the variation of volume change (mm3) with respect to time. Continue until consolidation has effectively ceased. This is indicated by the volume change vs. time graph levelling-off. The time required for this process depends on the permeability of soil sample (> 4 days for Omega Clay). Since consolidation never ceases (secondary consolidation, or creep, continues indefinitely), Triax allows the simulation to continue indefinitely. 19. Alternatively, click Fast-Forward button to skip to the end of Phase 4 and the final results for Phase 4 will be shown, as shown in Figure 11.4.20. Click OK button to move to Phase 5: Shearing.21. In Phase 5: Shearing, the user is request to enter values for Target Cell Pressure (400 kPa), Target Back Pressure (200 kPa) and Loading Rate (0.3mm/min) in the respective boxes. 22. Note that overconsolidated soil sample (OCR >>1) can be simulated by reducing the values of Target Cell Pressure (kPa).23. Click Start button when ready. 24. Note that the drainage valve is closed because consolidated undrained is selected.25. As the test progresses, the user can see an axial stress vs. axial strain curve (red) as well as pore water pressure vs. axial strain curve plotted in one graph as shown in Figure 11.5. 26. Triax automatically terminates the testing when the axial strain reaches 20% (shear failure has already occurred in most cases).

24. Note that, for drained test, this test could take weeks. Click Fast-Forward button to skip to the end of Phase 5. Triax will display the final results for Phase 5.25. Further information regarding the triaxial test is given in the various options in the Help menu.

26. Triax is terminated by selecting the File ( Exit menu option.

Figure 11.2 Triax: Saturation phase.

Figure 11.3 Triax: Skeptoms B value.

Figure 11.4 Triax: Consolidation phase.

Figure 11.5 Triax: Shearing phase.12. bugs and errors

The developers have made every effort to ensure that the CATIGE is error free. Should you discover any bugs or errors in any of the CATIGE programs, please do not hesitate to contact:

Prof. M. B. Jaksa and Dr. Y. L. KuoDepartment Civil, Environmental and Mining Engineering

The University of Adelaide S.A. 5005

Australia

Email: mark.jaksa@adelaide.edu.au and yien.kuo@adelaide.edu.au13. future improvements and releases

The CATIGE will continue to be improved and expanded in the future. Minor bug fixes will be made available to all users. 14. web site

CATIGE has an internet site located at:

proxy.civeng.adelaide.edu.au/OLT/The latest information is available at this site.15. REFERENCES

American Association of State Highway Officials (1942). Standard Laboratory Method of Test for the Compaction and Density of Soil. AASHO Designation T99-38, Standard Specifications for Highway Materials and Methods of Sampling and Testing, Washington D.C., pp. 180-181.

Craig, R. F. (1997). Soil Mechanics, 6th ed., Chapman and Hall, 485 p.

Footings Group (1996). Special Provisions for the Design of Residential Slabs and Footings for South Australian Conditions, Inst. Engrs. Aust. S.A. Div.

Liggett, J. A. and Liu, P. L.-F. (1983). The Boundary Integral Equation Method for Porous Media Flow, Allen & Unwin, London, 255 p.

Priest, S. D., Kay, J. N. and Walker, D. J. (1990). Computer Aided Teaching in Geotechnical Engineering. Report on a Research Project Funded by a University of Adelaide Teaching Development Grant, July, 37 p.

Standards Australia (1996). Residential Slabs and Footings - Construction, AS 2870-1996, 72 p.

Whitlow, R. F. (1992). Basic Soil Mechanics, 2nd ed., Longman Scientific and Technical, 528p.

Omega Clay

Sigma Clay

Lambda Sand

Alpha Gravel

Beta Sand

Kappa Sand

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