NovoLiq User`s Manual
Contents
1. dm oo Relative Density Dr 25 61 5 Each toolbar button provides you with a feature 14 NovoLig User s Manual To change line styles of the plot Ib To change the scale minimum maximum and gridlines of each axis Please click on small arrow on right side of the icon to open the dropdown menu To toggle between normal logarithmic scale for horizontal axis bh To change the chart type i To open the advanced settings page for the chart To save the dataset table as Microsoft Excel file El To save the chart as text and graphic format s To print the chart Opens this help page 4 8 Analysis Results NovoLiq analysis results is shown when ES calculate button in pressed Results of the soil liquefaction analysis is presented in form of tables and graphs as shown below All graphs here Calculation details here v Liquefaction Analysis Program Mow File Input Results Thebes Tools Help H p a A Ba Vso For more options click on charts Soll Indes Plots Safety Factor Plots Post Liquetaction Plots Tabular Calculation Details Ad Overbur 05 06 OF 08 03 1 O al SPT Test Oo 710 20 30 40 50 60 0 Howoliq 2 0 1 1 Howoliq 2 0 1 1 MowoLlig 2 0 1 17 a E Graphs include the following click on each chart to open Chart Presentation Tool See 4 7 e In situ test original modified vs depth Depth reduction factor Rd vs depth Overburden st2. 1 About Software MENovoLIOQ First Release September 2009 Licensing Model License File On demand Production Team Programming Alireza Afkhami M A Sc M C P P Eng Help Translation to Spanish Ricardo Segovia B Sc Similar Program NovoCPT Updates click to open Disclaimer click to read See 3 NovoLiq software is designed for soil liquefaction analysis during earthquake and supports multi layer as well as single layer stratigraphy The results of the analysis are presented as eSafety Factor Against Soil Liquefaction eProbability of Soil Liquefaction ePost liquefaction Site Condition Including eGround Settlement eLateral Movement Spreading eResidual Strength Please keep your software up to date by visiting the program s web page Although all efforts have been undertaken to ensure that this software is of the highest possible quality and that the results obtained are correct the authors do not warrant the functions contained in the program will meet your requirements or that the operation of the program will be uninterrupted or error free The authors are not responsible and assume no liability for any results or any use made thereof nor for any damages or litigation that may result from the use of the software for any purpose All results to be verified independently by user 4188 Hoskins Road North Vancouver BC Canada NovoLig User s Manual 2 References 1 NCEER Workshop Report 1997 2
3. 15 5 9 4 4 3 6 NovoLiq User s Manual 38 If a test is above the water level dz 0 In general the depth interval for tests within the same layer is calculated by calculating the average depth between the depths of two subsequent tests For example for N 3 at z 10 5 ft Z 10 5 15 5 2 13 ft However z for this test is the top of this layer which is 9 ft If the test is the first test in a layer Z is equal to top of the layer For example for N 9 at z 1 5 ft Z would be zero For N 3 at 10 5 ft is 9 ft If the test is the last test in a layer Zp is equal to bottom of the layer For example for N 6 at z 15 5 ft Zp would be 16 ft If water level is present within a layer Zi for tests within that layer will depend on depth of water level For example for N 4 at z 6 ft z 6 ft and Zp 9 ft For first test below the ground water level Z will be water level If a test depth is excatly on the interface between to layers e g N 4 at 6 ft then the test is considered to be the first test in the lower layer If there is no field test in a layer no dz will be considered for that layer remember dz is calculated at each test NovoLig User s Manual 39 depth Note dz Z4 and Z are given on the Post Liquefaction Parameters tab in the output NovoLiq User s Manual 6 Online 6 1 Novo Tech Software website http www novotechsoftware com 6 2 Our other programs ht
4. 27 NovoLig User s Manual Japanese Bridge Code This methodology is based on SPT blow counts and particle size distribution of sand N 15 0 05mm lt D lt 0 6mm gt CRR 0 0882 22 0 255l08 22 R C 00 7 Dao l Noe 0 6mm lt Da lt 2mm CR 0 0882 2 0 05 Vo 0 7 FP lt 40 gt R 0 F2 40 gt R 0 0047 0 16 Where Dso particle size corresponding to 50 percent passing F percent fines content passing sieve 200 clay and silt Cetin et al 2004 A complete explanation of this method is resented in the following paper Standard Penetration Test Based Probabilistic and Deterministic Assessment of Seismic Soil Liquefaction Potential K Onder Cetin M ASCE Raymond B Seed M ASCE Armen Der Kiureghian M ASCE Kohji Tokimatsu Leslie F Harder Jr M ASCE Robert E Kayen M ASCE and Robert E S Moss M ASCE Note Recently there has been technical discussions by Dr Boulanger and Dr Idriss 2010 about the accuracy and reliability of Cetin et al 2004 method Therefore it is recommended that this method is used with cautious and full understanding of its risks To obtain the full report please contact us Other Methods Some other CRR1 curves proposed by geoscientists are also implemented in NovoLiq These curves are shown in the following graph Horizontal axis is normalized corrected SPT blow counts N1 50 28 NovoLig User s Manual Cyclic Resistance Ratio v
5. and 20 and various earthquake magnitudes These MSF are defined as the ratio of the ordinate of the rotated base curve at the point of near tangency to the ordinate of the unrotated simplified base curve at the same N1 60 cs Because the rotated simplified base curves lie entirely below the given probability curve CRR calculated with these MSF are characterized by smaller probability of liquefaction occurrence than the associated probabilistic curves Thus the MSF listed in this table See 5 4 are denoted by PL lt 50 PL lt 32 and PL lt 20 24 NovoLig User s Manual respectively Because the derived MSF are less than 1 0 Youd and Noble do not recommend use of MSF for PL lt 32 and PL lt 20 for earthquakes with magnitudes greater than 7 0 Equations for defining the Youd and Noble MSF are listed below Probability PL lt 20 MSF 103 81 M4 53 For M lt 7 Probability PL lt 32 MSF 103 74 M4 33 For M lt 7 Probability PL lt 50 MSF 104 21 M4 81 For M lt 7 75 Cetin et al 2004 A complete explanation of this method is resented in the following paper Standard Penetration Test Based Probabilistic and Deterministic Assessment of Seismic Soil Liquefaction Potential K Onder Cetin M ASCE Raymond B Seed M ASCE Armen Der Kiureghian M ASCE Kohji Tokimatsu Leslie F Harder Jr M ASCE Robert E Kayen M ASCE and Robert E S Moss M ASCE Note Recently there has been technical discussions by Dr Boulanger
6. ra 1 174 0 0267 Z for 9 15 m lt Z lt 23m ra 0 744 0 008 Z for 23m lt z lt 30m ra 0 50 for z gt 30 m Thomas F Blake FugroWest Inc Ventura California 1 000 0 41137 0 040527 0 0017537 1 000 0 4177 2 0 057292 0 006205 0 0012107 Idriss 1999 and Goldesorkhi 1989 Fda 22 NovoLig User s Manual r exp a z B 2 M a 1 012 1 126sin 11 73 rF a rF B z 0 106 4 0 1 18sin Kayen et al 1992 ra 1 0 012 Z 5 4 Magnitude Scaling Factor MSF 5 133 5 142 Since the CSR and CRR 5 are provided for earthquake magnitude of 7 5 a Magnitude Scaling Factor should be multiplied at CRR75 to adjust its value for the target earthquake magnitudes NovoLiq covers the following MSF methods 2 5 0 2M 7 5 M 2 56 Tokimatsu Seed 1987 Idriss NCEER 1997 other methods source NCEER 1997 report Stokoe in press r Youd and Noble thas report Pat Batis Paiti 8 Co C10 5 5 Structure Loading Effect When a structure applies load on a footing total and effective stress increases in soil mass NovoLiq can update o and o based on stress increase AP due to stress below the footing This overburden stress update will not be applied for calculating Niso which is dependent on overburden stress too All other parameters which are function of overburden stress will be raised by AP for example Cyclic Stress R
7. Geotechnical Design Guidelines for Buildings on Liquefiable Sites in Accordance with NBC 2005 for Greater Vancouver Region Canada 2007 3 Estimating Liquefaction Induced Lateral Displacements Using the Standard Penetration Test or Cone Penetration Test G Zhang P K Robertson M ASCE and R W I Brachman 2004 4 State Normalization of Penetration Resistance and the Effect of Overburden Stress on Liquefaction Resistance R W Boulanger I M Idriss 2004 5 A Liquefaction Evaluation Procedure Based on Shear Wave Velocity Ronald D Andrus Kenneth H Stokoe 6 Earthquake Induced Settlements in Saturated Sandy Soils C Y Lee 2007 7 Standard Penetration Test Based Probabilistic and Deterministic Assessment of Seismic Soil Liquefaction Potential K Onder Cetin M ASCE Raymond B Seed M ASCE Armen Der Kiureghian M ASCE Kohji Tokimatsu Leslie F Harder Jr M ASCE Robert E Kayen M ASCE and Robert E S Moss M ASCE 8 Soil Liquefaction During Earthquake I M Idriss R W Boulanger 9 Revised Multilinear Regression Equations for Prediction of Lateral Spread Displacement T Leslie Youd Corbett M Hansen Steven F Bartlett 10 Guidelines on Foundation Loading and Deformation Due to Liquefaction Induced Lateral Spreading DOT February 2011 NovoLig User s Manual 3 License Agreement PLEASE READ THIS END USER LICENSE AGREEMENT EULA CAREFULLY BEFORE DOWNLOADING OR USING THE SOFTWARE BY DOWNLOADING THE SOFTWARE OR USING
8. Method by NCEER 1997 Robertson et al 1992 proposed a stress based liquefaction assessment procedure using field performance data from sites in the Imperial Valley California These investigators normalized Vs by Vsi Vs P 0 y0 where Pais a reference stress of 100 kPa approximately atmospheric pressure and 0 is effective overburden pressure in kPa Robertson et al 1992 suggested the liquefaction resistance bound CRR curve for magnitude 7 5 earthquakes plotted in the following figure along with several sites 30 NovoLig User s Manual where liquefaction did or did not occur Subsequent liquefaction resistance boundaries proposed by Kayen et al 1992 and Lodge 1994 for magnitude 7 earthquake are also shown 0 8 Data Based on M 23 to 7 5 earthquakes Average value of V5 Amax for the larger of two horizontal components 0 6 Fsotid liquefaction Open no liquefaction Robertson et al 1992 Liquefaction Je 0 4 Cyclic Stress Ratio fav Ovo 0 0 0 100 200 300 400 Stress Corrected Shear Wave Velocity Vs m s My E 15 Cyclic Stress Ratio fav Ovo 0 8 a o La a nal 0 0 Data Based on i Ma 7 3 to 7 8 earthquakes Average value of Vs max for the larger of two horizontal components carbonate Solid liquefaction y Open no liquefactiorf Liquefaction o Lodge 1994 100 200 300 400 Stress Corrected Shear Wave Velocity Vs m s Mw 7 Figure 1 Proposed
9. THE SOFTWARE YOU ARE CONSENTING TO BE BOUND BY THIS AGREEMENT IF YOU DO NOT AGREE TO ALL OF THE TERMS OF THIS AGREEMENT DO NOT DOWNLOAD AND OR USE THE SOFTWARE The Product is Copyright 2008 2012 NOVO TECH SOFTWARE You may use it and distribute it according to this following License Agreement If you do not agree with these terms please remove the Product from your system By incorporating the Product in your work or distributing the Product to others you implicitly agree to these license terms 1 DEFINITIONS 1 1 NovoLIQ or Software refers to NOVO TECH SOFTWARE s program in each case supplied by NOVO TECH SOFTWARE herewith and corresponding documentation associated media and online or electronic documentation 1 2 Trial Version means a free version of the Software for personal use only so identified to be used in one computer only and for a period of 14 days The Trial Version is fully functional with no restrictions compared to the registered version 1 3 Registered Version means a version which has been bought from NOVO TECH SOFTWARE 2 LIMITATION OF LIABILITY Although all efforts have been undertaken to ensure that this software is of the highest possible quality and that the results obtained are correct the authors do not warrant the functions contained in the program will meet your requirements or that the operation of the program will be uninterrupted or error free The authors are not resp
10. action Liquefaction 20 30 Corrected Blow Count N gp In NovoLig the equation proposed by Thomas F Blake Fugro West Inc Ventura California recommended by NCEER Workshop 1997 for clean sand curve as shown below is used This equation is valid for N1 60 5 lt 30 26 NovoLig User s Manual ir ia pp IS ial an pS nes 7 E 5 0 6 er fe qee fem q pe 4 LL I I I I I I w y z 2 05 qoe o E O ee a i A nhm I I I I I y E 04 A e eAeA A E ee o tii E I a E cg See pce een NARROS AS e e o A hee 7 m le E 2 pe ree eee Po CO oa Po eS tO E LA I I I I a a ee oe a somes Ez I I I I I I Si 7 i 0 5 10 15 20 25 30 35 N1 60 cs Proposed CRR 5 curve for clean sand after Thomas F Blake NCEER Workshop The K factor is calculated from the following formula K o Wa Pp Where P is atmospheric pressure in the chosen units and f depends on relative density Dr and given by f 1 0 005 Dr for 40 lt Dr lt 80 Dr lt 80 can be estimated using Dr 100 S N1 60 46 Boulanger and Idriss 2004 The following equation is proposed by Boulanger and Idriss 2004 for clean sand San en yI y 3 14 e Oda Me Me gt 14 1 126 236 254 CRR ou a0 Exp
11. and Dr Idriss 2010 about the accuracy and reliability of Cetin et al 2004 method Therefore it is recommended that this method is used with cautious and full understanding of its risks To obtain the full report please contact us 5 7 Cyclic Resistance Ratio NovoLiq supports a variety of field tests for evaluation of CRR at each depth For each test type a comprehensive explanation of the related theory and formulae are presented at the following articles CRR methods based on Standard Penetration Test SPT See 5 7 1 CRR methods based on Becker Density Test BDT See 5 7 2 CRR methods based on Shear Wave Velocity Vs See 5 7 3 5 7 1 SPT Based CRR All CRR 7 5 calculation methods utilized in NovoLiq are described below NCEER 1997 and Vancouver Task Force Report 2007 These two methods are very similar expect that in Vancouver Task Force Report 2007 a K parameter is multiplied in CRR75 In these methodologies CRR75 is a function of depth corrected SPT blow counts Nl 60 for clean sand fines content less than 5 percent For sands containing more fines content more corrections will be applied on Nic The CRR 5 curve proposed by these methodologies based on N1 69 is shown below 25 NovoLig User s Manual av Gyo CRR curves for 5 15 and 35 percent fines respectively Cyclic Stress Ratio FINES CONTENT 35 Modified Chinese Code Proposal clay content 5 Marginal No Liquefaction Ligu
12. cyclic stress ratio based on shear wave velocity The relationship proposed by Lodge 1994 provides a conservative lower boundary for liquefaction case histories with Vs less than about 200 m s The relationship by Robertson et al 1992 is the least conservative of the three Professor Ricardo Dobry suggested a relationship between cyclic resistance ratio and Vs for constant average cyclic shear strain This formula supports a CRR bound passing through the origin and provides a rational approach for extrapolating beyond the limits of the available field performance data at least for lower values of Vs Vs lt 125 m s For higher values of Vs Andrus and Stokoe reason that the CRR bound should become asymptotic to some limiting Vs value This limit is caused by the tendency of dense granular soils to exhibit dilative behavior at large strains Thus equation is modified to Tav 0 yo CRR a Vs1 100 b Vsic Vs1 b Vsic 31 NovoLig User s Manual where Vs c is the critical value of Vs which separates contractive and dilative behavior and a and b are curve fitting parameters Using the relationship between Vs and CRR expressed by this equation Andrus and Stokoe drew curves to separate data from sites where liquefaction effects were and were not observed Best fit values for the constants a and b were 0 03 and 0 9 respectively for magnitude 7 5 earthquakes Andrus and Stokoe also determined the following bes
13. reconsolidation strains induced as the excess pore water pressures dissipate Based on field experience during past earthquakes the amount of volumetric strain depends on penetration resistance and the CSR applied by the design earthquake Curves proposed by Ishihara and Yoshimi 1992 are shown in Figure 1 and indicate that volumetric reconsolidation strains can range between about 4 5 for very loose sand to 1 for very dense sands These curves are recommended for estimating post liquefaction settlements 36 NovoLig User s Manual ishihara amp Yoshimine 1992 Irregular cychc simple shear uni and multi directional Fuji river sand O Da 47 A De 73 O D 93 Volumetric strain due to post cyclic reconsolidation e 0 2 14 16 Maximum a wun during A A Ymax 9 Figure 1 Recommended relationships for volumetric reconsolidation strains as a function of maximum shear strain and relative density Ishihara amp Yoshimi 1992 5 8 3 How depth interval is calculated NovoLig calculates depth interval dz during calculation of post liquefaction displacements In general dz Z z where z and z are the depth to the top and bottom of the depth interval between the subject test and previous and next tests The following explains how dz is calculated for each case 37 In situ test data Standard Penetration Test SPT Becker Density Test BDT Shear Wave Velocity Vs Test e El E o 10 5
14. this link button to see the plot of field tests versus depth Subsurface Layers Use this table located at the top of the page for entering Soil Layers data Data may be entered manually line by line or can be imported from text file See 4 10 1 Layer Thickness represents thickness of the layer Soil Type can be Clay Silt Sand or Gravel and is only for user s information This means that NovoLiq does not take any specific action based on the soil type For example if you select Clay as 8 NovoLig User s Manual the soil type for a layer and you don t consider this layer to be liquefiable see Prone to Liquefaction below you should remove this layer from liquefaction assessment by de selecting the last column of the table Prone to liquefaction Unit Weight represents the unit weight of the layer Fines Content is the percentage of soil particles passing through sieve 200 clay and silt Dso mm is the particle diameter corresponding to 50 percent passing in sieve analysis curve Dso is only used for Japanese Bridge Code See 5 7 1 method Prone to Liquefaction if selected liquefaction analysis will be carried out for this layer For example if there is a clay layer in the subject site which is not essentially prone to liquefaction you can remove the checkbox for this layer in this case a gap will appear on the output graphs corresponding to this layer because NovoLig just skips the liquefaction assessme
15. work according to the license agreement but nor NOVO TECH SOFTWARE nor any member of the company can be held liable for the content or accuracy of the publication d You may use the accompanying Product free of charge for a period of 14 days for the sole purpose of evaluating the Product If after this period you wish to continue using this Product you are required to purchase it In other case you are required to remove this Product in its entirety from all computers on which it IS installed e You shall not use copy rent lease sell modify decompile disassemble otherwise reverse engineer or transfer the Product except as provided in this Agreement Any such unauthorized use Shall result in immediate and automatic termination of this Agreement 5 NovoLig User s Manual 4 FOR NovoLIQ REGISTERED VERSION a You may install and use the Software on a single computer OR install and store the Software on a storage device such as a network server used only to install the Software on your other computers over an internal network provided you have a license for each separate computer on which the Software is installed and run A license for the Software may not be shared installed or used concurrently on different computers b The NovoLIQ Registered version allows the registered user to publish its work according to the license agreement but nor NOVO TECH SOFTWARE nor any member of the company can be held liable for
16. NovoLiq User s Manual NovoLig User s Manual Table of Contents e e El o e 3 PP e POP A laneashen E E T E E E E T 4 s LICONSA Oil rai ic pacers 5 A OSTA GS persia cece pete E A y a rro O 7 e o E o 7 2 Chaanelne UNI VSTO E E E A E E tots 7 AoD EU cd 7 oa em PA 10 A PP A 11 ASCII MIO amic rien aio 11 4 7 Working with Charts cccccesccsseccsseceeccencceeecceneeeseeseneeeseeeeneeseneeaeeeeeneeeeeeeeneeseeeeeneesaeetenseseeetenseseuetseeeeenetaneees 14 AS PTY SIS NOS reia ona o toca 15 OFS ON O o PP aceo as psa ws shales pa ce aaein Suen ou meses accuses eae 16 ALTO IMPOR rt 16 4 10 L import from Text RIOS estaria eee ee eee eee 16 10 2 IMborirom e NT ANOS E 17 4 O A o daa a Gla DiC FO Mia o e EEA 17 ALLP OTTEN nn oo O Ie 18 SANON a E A A E 21 A e e nn e A o 21 Be ICI SU CSS RIGO CN daran E EA isicod 22 5 3 Stress Reduction Factor Olarra aaa 22 BA Weare ies Gali ie Factor MSF uscar ooo 23 locura Los ains EN 23 oo la Or LIGUE ACUO A o E S 24 SOVICE RESIS tal Ce RO rrei EE E 25 AS dolo Odo e E E A ENANS 25 A A E E O EA An 29 A 30 OS EIS A A E E 33 50 1 Lateral ISO ACME A A E A A T T E E 33 NovoLig User s Manual 56 2 RECOMSONGSTION SETLIOMIGINY cser aneren rE E E E 36 5 8 3 HOW depth interval 1S calculated russia 37 C OE E e a E oo A 40 CENOVO TECN SONATE WENE IE aeir E E NE 40 52 QUOTE OOR N e A ic 40 Eo AS r EE E E E A E S 40 OTCOM ICT US i E A E E 40 NovoLig User s Manual
17. PI y dz y 0 Where Gmax is the maximum shear strain in each layer induced by cyclic load and dz is depth interval at each test See 5 8 3 Based on the topography of the site Gently Sloped Free Face 34 NovoLig User s Manual the lateral displacement is then estimated from DPI The procedure is available for download from our website Guidelines on Foundation Loading and Deformation Due to Liquefaction Induced Lateral Spreading DOT February 2011 Note Please note that for both Faris 2006 and Zhang 2004 methods you can choose to ignore lateral spread when factor of safety is greater than a certain number For more information please read this article See 4 6 Youd 2002 The following equations are used for estimation of lateral displacements Gently log Dy 16 2134 1 532M 1 406 log R 0 012R Sloped 0 338 log S 0 540 log T 5 3 413 log 100 F 45 0 795 log D5015 0 1 mm log Dg 16 713 1 532M 1 406 log R 0 012R ree Face 0 592 log W 0 540 log T 5 3 413 log 100 F 5 0 795 log D50 5 0 1 mm Where Dy is the estimated lateral ground displacement in meters M is the moment magnitude of the earthquake R is the nearest horizontal or map distance from the site to the seismic energy source in kilometers T15 is the cumulative thickness of saturated granular layers with corrected blow counts N1 60 less than 15 in meters Fis is the average fines content for granular materials includ
18. REEMENT UNDERSTAND IT AND AGREE TO BE BOUND BY ITS TERMS AND CONDITIONS NovoLig User s Manual 4 Contents 4 1 Introduction Evaluation of soil liquefaction hazard is an engineering art requiring judgment and experience in addition to testing and analysis Important advancements have been made during the past few decades in developing tools to help assessing the potential of soil liquefaction but still some aspects of the problem remain uncertain A wide variety of methods from well respected researchers and practitioners have been implemented in NovoLig to carry out the soil liquefaction analysis This state of the art software program is also fully integrated with gINT suite of products NovoLiq has been designed to cover several world wide known soil liquefaction analysis methods As part of our policy for respecting our customers NovoLiq gives you options for choosing the analysis methods among all available recommended formulas please see analysis methods for details NovoLiq supports the following field tests for soil liquefaction triggering Standard Penetration Test SPT Becker Denseness Test BDT Shear Wave Velocity Vs In addition users have the option to select their method of calculating the following parameters Unlimited soil layers Cyclic Resistance Ratio CRR See 5 7 10 methods Probability of soil liquefaction Youd and Noble 2001 Cetin et al 2004 Depth overburden correction factor Cn for SPT 9 opt
19. atio will be calculated as below 23 NovoLig User s Manual es 7 AP ds ly CSR 0 65 Where o total overburden pressure at the depth considered Oy effective overburden pressure at the same depth stress increase is calculated based on 2 1 slope method AP B L P B Z L Z Where B Foundation width L Foundation Length P Stress below the foundation load length 5 6 Probability of Liquefaction The following method is implemented in NovoLiq for estimating the probability of soil liquefaction which is recommended in NCEER Workshop Report Youd and Noble 2001 They used a logistic analysis to analyze case history data from sites where effects of liquefaction were or were not reported following past earthquakes This analysis yielded the following probabilistic equation Logit PL In PL 1 PL 7 633 2 256 Mw 0 258 N1 60 cs 3 095 In CRR Where PL is the probability that liquefaction occurred 1 PLis the probability that liquefaction did not occur and Nl 6 cs is the corrected blow count including the correction for fines content Youd and Noble recommend direct application of this equation to calculate the CRR for a given probability of liquefaction occurrence In lieu of direct application Youd and Noble define MSF for use with the simplified procedure These MSF were developed by rotating the simplified base curve to near tangency with the probabilistic curves for PL of 50 32
20. corresponds to small cyclic shear strains If selected user can specify a cut off for factor of safety beyond which cyclic shear strain and lateral spreading will be ignored 13 NovoLig User s Manual Ignore lateral spreading below this depth if selected any lateral spreading below this depth will be ignored Ignore reconsolidation settlement below this depth if selected any reconsolidation settlement below this depth will be ignored Residual shear strangth friction angle the upper limit for post liquefaction residual shear strength ratio S o y is defined as tan where 0 is internal friction angle of sand User can specify this friction angle 4 7 Working with Charts We understand that presentation of analysis results is important to our users Everywhere in Novo Tech Software programs when you double click on a chart a new dialog appears containing the chart and its associated data In the following example the corresponding dataset is shown on right and can be scrolled horizontally and vertically to view all data 12 Chart Presentation Tool X 2 B se ee es Me le Relative Density Dr 2 60 70 80 20 Foe 64 8000030517578 61 5 63 4000015258789 87 9999984741211 748000030517578 96 0999984741211 100 96 4000015258789 100 100 100 99 90000 15258789 91 9000015258789 82 2999984741211 798000030517578 69 8000030517578 63 7 999992370605 MovoLl 2 40201 12 E a a a F
21. ed within T 5 in percent D50 5 is the average mean grain size for granular materials within T s in millimeters S is the ground slope in percent and W is the free face ratio defined as the height of the free face divided by the distance from the base of the free face to the point in question in percent It is recommended that R be estimated from the following graph based on PGA and M R R 1 p 0 89M 5 64 35 NovoLiq User s Manual 65148 LY SIT 9 0 q 7 47 5 ES ly ys 65 ses E gt SES A AA pa 80 a S A es i i a j i ty 75 A A pe a E gt 2 7 0 SY nn mag a f ot E t Tig co E a LL 5 0 1 a 0 10 0 20 0 30 0 40 0 50 0 60 Peak Horizontal Ground Acceleration pga g The complete paper can be downloaded at Revised Multilinear Regression Equations for Prediction of Lateral Spread Displacement T Leslie Youd Corbett M Hansen Steven F Bartlett Hamada et al 1986 Hamada compiled lateral spread and borehole data from Niigata and Noshiro Japan and developed the following preliminary empirical equation for estimating lateral spread displacement D 0 75H 79 D is predicted lateral displacement H is the thickness of the liquefied layer and 6 is ground slope 5 8 2 Reconsolidation Settlement Post liquefaction settlements occur during and after earthquake shaking For level ground conditions the amount can be computed from the volumetric
22. gth calculation Seismic Info This data is directly used during the soil liquefaction assessment analysis and consists of PGA and Magnitude of the design earthquake Distance from fault is used for lateral spreading estimation based on Youd et al 2002 method CSR can be either calculated based on Simplified Seed 1974 See 5 2 equation or can be entered manaually by user If Shake Shake 2000 or Pro Shake programs are used for response spectrum analysis and CSR data is available please select User defined data from the corresponding list and click on button This will show the following dialog 12 NovoLiq User s Manual eB User defined Rl F you use Shake 2000 ProShake etc for shake column analysis you can enter CSR data here This data will be used for liquefaction analysis User defined Cyclic Stress Ratio CSR data p 2 g g 5 g B aj a CSR data can be entered manually in the table or may be imported from text file comma or tab delimited When done click on Save button Post Liquefaction Site toppography determines the response of the site to post liquefaction lateral spreading and settlement Ignore lateral spreading below 2H if selected when site has free face topography any lateral spreading below the depth of 2H will be ignored Ignore lateral spreading when FoS gt in some methodologies such as Zhang et al 2004 even a factor of safety gretaer than 1
23. hod according to Zhang amp Robertson 2004 method maximum shear strain is calculated based on relative density of soil Relative density itself can be estimated from SPT blow count Correlation method used for calculating relative density can be selected by user Lateral Spreading Method For Zhang amp Robertson 2004 and Faris 2006 methods details of calculation will be provided at each depth in a tabular format Three columns under Lateral Spreading Indexes present details of the method selected in this page e a 2 A a Md Ey ds WU For more click on charts nit Foto Fines Content Correction in most liquefaction analysis methods CRR curve is proposed for clean sand fines content less than 5 percent If sand contains more fines content usually field tests Should be corrected before being used for CRR calculations 19 NovoLig User s Manual These settings will be applied to all analysis User Interface In this tab you can e choose the input output units system for NovoLiq user interface and reports e choose user interface language when available 20 NovoLig User s Manual 5 Theory 5 1 Introduction Soil liquefaction and related ground failures are commonly associated with large earthquakes In common usage liquefaction refers to the loss of strength in saturated cohesion less soils due to the build up of pore water pressures during dynamic loading Sladen et al 1985 defined liq
24. ide of the page The graph on the right hand side of the page will be automatically updated based on the data in this table It will also show the variation of field test results in depth of subsurface soil layers Corrections Press the Corrections button to open the dialog box for editing the correction methods for entered in situ test data If test type is SPT DCPT the following corrections will be applied on SPT blows N in order to obtain Neo and N1 69 e Energy level Ce this will adjust the SPT equipment energy to standard 60 energy e Borehole diameter Cb size of the borehole affects the SPT blow counts e Sampling method Cs specifies whether the sampler has a liner e Rod length Cr this correction factor depends on length of SPT rods which is approximately equal to the depth of the test The following formula proposed by Dr Cetin is used in NovoLiq c E for 2 gt 3 4 31663223 0989860781 5 ee e Overburden stress Cn this corrections is usually called depth correction normalization factor and depends on overburden stress due to the weight of the soil above the testing depth Please choose your favorite method for each correction factor The following equations are used to calculate the actual correction factor at each depth C Ce Cb Cs Cr N C N N1 60 60 All the above mentioned factors including Nso and N1 60 are plotted versus depth and presented on the screen Plot Data Click on
25. il layers table 1 SPT graph F 2 SPT blows table 2 Inferred parameter graph Fl 3 Depth correction factor on table Fl 3 Cross correlation graph F 4 Other correction factors table E 5 Young s modulus Es table B Friction angle Fi table 7 Sand relative density Dr table pe 14 LiqUetac Sh table 15 Becker Penetration Test table 16 Other parameters table Save 45 Excel File E Save As Image File Please select the items you want to export Then specify the output folder You can change this folder by clicking on button Exporting Data Tables Tables can be saved as Microsoft Excel or may be directly sent to the printer Exporting Graphs Charts All charts may be saved with image formats such as BMP PNG JPG etc or to be printed 4 11 Preferences This feature is used for setting NovoLiq preferences and is accessible from toolbar and also from Tools Preferences menu This page has three tabs Validation Criteria In this tab user can apply constraints on some parameters used during liquefaction assessment O lt Dr lt 100 Some correlations for relative density Dr yield invalid results for some SPT blow counts If this option is selected NovoLiq keeps the correlated 18 NovoLig User s Manual Dr between O and 100 to be consistent with geotechnical concept of relative density 0 4 lt Cn lt 1 7 Depth overburden stress correction factor for SPT blow counts is known t
26. ion potential more information See 4 4 Ground Improvement NovoLig assumes that when ground improvement stone column or similar is carried out at a site soil liquefaction will not be likely to occur within that specific depth range If this is applicable to your site enter depth of ground improvement All settlement and lateral displacement will be ignored within the ground improvement area and soil liquefaction will not be assessed in that depth range a gap in the output tables and graphs Additional Settings This will show the Analysis Methods tab from the Preferences page See 4 11 4 4 Loading Effect Optional When a structure applies the load on a footing total and effective stress increases in the soil mass You can choose to consider the effect of this loading on soil liquefaction assessment read more here See 5 5 To access this feature click on ll button from the toolbar or click on Input gt Loading Data menu The following form appears a Loading ou can add the stress increase due to foundation loading to the overburden stress which is used for liquefaction assessment 4 5 Footing Size and Loading Stress Increase kPa AO 100 150 Width m 3 5 Length m 5 Stress kPaj 120 oe Refresh Plot T Ea 4 4 E E E B 3 T E a T co 1 10 NovoLiq User s Manual If you want to activate this feature simply click on Footing Size and Loading checkbox and enter footing si
27. ions Several SPT BDT Vs corrections gt 6 options Direct conversion of Becker Density Test to SPT 2 methods including friction effect Magnitude Scaling Factor See 5 4 8 options Fines content correction 2 options Depth Reduction Factor Rd See 5 3 4 options Relative Density 5 options Selecting if a soil layer participates in liquefaction or not outputs will not be provided for non liquefiable layers Note Recently there has been technical discussions by Dr Boulanger and Dr Idriss 2010 about the accuracy and reliability of Cetin et al 2004 method Therefore it is recommended that this method is used with cautious and full understanding of its risks To obtain the full report please contact us 4 2 Changing Units System NovoLiq supports both Metric and English Imperial units To switch between these units system please use k 1 Tools Preferences menu and click on User Interface tab 4 3 Data Entry In situ Test Data NovoLiq User s Manual Three type of field tests are supported in NovoLig for soil liquefaction analysis SPT BDT and Vs For more information on theoretical background of each method please read this article See 5 1 Each dataset obtained from a field test requires additional corrections You can enter the test data manually or import from Text files See 4 10 1 or import from gINT database files See 4 10 2 In any case the test data will be entered in the table located at the left s
28. l 2004 Idriss amp Boulanger 2004 each of the above mentioned methods has its own equation for calculating K Ka ground slope correction is considered 1 0 in NovoLiq 21 NovoLig User s Manual Note This theory manual is just an introduction to methods implemented in NovoLig and does not encompass all the technical knowledge and comments needed for soil liquefaction assessment Therefore this document shall not be used as a reference for learning how to assess liquefaction potential Please refer to the related books and other references for more details Note Recently there has been technical discussions by Dr Boulanger and Dr Idriss 2010 about the accuracy and reliability of Cetin et al 2004 method Therefore it is recommended that this method is used with cautious and full understanding of its risks To obtain the full report please contact us 5 2 Cyclic Stress Ratio CSR The Cyclic Stress Ratio CSR is given by Seed and Idriss 1971 formula a CSR 0 65 2 Se oC Where CSR 7 5 the cyclic stress ratio with reference to earthquake magnitude of 7 5 O total overburden pressure at the depth considered Oy effective overburden pressure at the same depth Amax Maximum horizontal acceleration at the ground surface g acceleration due to earth s gravity rq stress reduction factor more See 5 3 5 3 Stress Reduction Factor rd NCEER 1997 ra 1 0 0 00765 Z forz lt 9 15 m
29. ls link at the bottom right corner of page to see the detailed calculations for correction factors at each depth 4 9 Reporting TO prepare the report when all calculations are completed click on File Report menu All input data and assumptions as well as output tables and graphs will appear on the report pages The image below describes the toolbar buttons on this page 4 10 Import Export 4 10 1 Import from Text Files In case that there are large number of records for soil layers and or SPT BDT Vs data user may import such data from Text files txt using El button above the tables The Text file shall have the following format one record per line and two numbers on each line separated by comma or tab The example below shows SPT data in a Text file 16 NovoLig User s Manual File Edit Format View Help 0 3048 6096 9144 2192 324 8288 1336 4384 FAA 048 0 0 1 i 1 2 2 2 3 a In the above example the first numbers 0 3048 0 6096 etc are depths and the second numbers 19 19 etc are corresponding blow counts per ft Ngo Text files can be easily generated using Windows Notepad or by exporting data from spreadsheet applications like MS Excel into a text file For soil layers text file each line consists of layer thickness m and its unit weight kN m separated with comma with a general format similar to above 4 10 2 Import from gINT Files NovoLig supports gINT database files T
30. nt for this layer Schematic Soil Profile Is updated based on data entered in soil layers table read more See 4 5 Analysis In this tab please enter information about the subject site design earthquake and choose the soil liquefaction analysis methods Maximum Earthquake Acceleration a is the maximum ground acceleration caused by the earthquake Earthquake Magnitude is the magnitude of the earthquake and affects the MSE See 5 4 factor Cyclic Resistance Ratio CRR1 method NovoLig supports 10 methods for calculating CRR1 for an earthquake magnitude of 7 5 User may select more than one method of analysis and NovoLiq will provide comparison of all selected methods in outputs Please click on each method to toggle on off In order to estimate the settlement and lateral spreading of the site during and after the liquefaction the following information are required Distance From Fault is the distance km of the subject site from the fault a 5 S or H causing the design earthquake Site Topography site slope condition is one of the most important parameters in estimation of post liquefaction lateral displacement Zhang amp Robertson See 5 8 1 2004 recommend using S20 6 for gently sloped ground and 40 gt L H gt 4 for free face ground NovoLig User s Manual Misc Structural Load This feature will consider the effect of the structural load stress below the footing on mitigation of liquefact
31. o be valid when between 0 4 and 1 7 By selecting this option this rule will be applied to the calculated Cn O lt CRR lt 0 8 Since most of the curves for Cyclic Resistance Ratio CRR are presented for CRR lt O 8 it is recommended to keep calculated CRR1 is this range If this option is not selected some formulae may result in very large values or even negative values Round BDT blow Becker Density Test results can be correlated to equivalent SPT blow counts counts see more details here See 5 7 2 NovoLiq will round the equivalent SPT blow count to an integer number if this option is selected Ignore lateral If selected for Youd 2002 and Barlett amp Youd 1992 methods only spreading when the post liquefaction lateral spreading will be considered ZERO when N1 60 gt 15 and M lt 8 and N1 s0 gt 15 For more information please read page 15 of this M lt 8 reference a Liquefaction Induced Lateral Displacement T Leslie Youd June 1993 Analysis Methods In this tab user can set the default methods for calculating the following parameters Magnitude Scaling Factor MSF this factor is used to adjust the CRR for earthquake magnitudes other than 7 5 and could be calculated based on different methods based on user s choice please read theory See 5 4 for more details Stress Reduction Factor Rd this factor is used for calculating the CSR calculation and may be chosen from a variety of methods Relative Density Met
32. o import a gINT project file click on button from the toolbar and click on Import from gINT menu Then in the File Open Dialog choose your gINT file gpj If your gINT file structure is complicated you may need to choose corresponding tables and fields from the file otherwise data will be directly imported and all test holes containing in situ test data will be listed Select desired borehole and press Accept Data button All corresponding data will be imported to in situ test table ae Please read the complete online documentation on importing gINT files into NovoLiq or open the standard Help file from Start Programs gt Novo Tech Software gt NovoLiq Documentation menu 4 10 3 Export to Graphic Format Most of the users have already setup their spreadsheets and would rather keep their reports in the same format To do this they need to export the analysis results into other popular formats such as Microsoft Excel To export the results click on button form toolbar A dialog similar to the following screenshot will appear List of all data tables and charts of the analysis results will be provided on left and right panels respectively see below 17 NovoLig User s Manual Export charts and da Please specify output folder and select the tables and graphs you need to be exported All files vvill be saved inthis folder Output folder EPragrams iMovoSPT_Exporth mm Data Tables al Graphs 1 So
33. onsible and assume no liability for any results or any use made thereof nor for any damages or litigation that may result from the use of the software for any purpose All results to be verified independently by user In no event shall NOVO TECH SOFTWARE be liable for any damages including without limitation lost profits business interruption or lost information rising out of Authorized Users use of or inability to use the NovoLIQ even if NOVO TECH SOFTWARE has been advised of the possibility of such damages In no event will NOVO TECH SOFTWARE be liable for loss of data or for indirect special incidental consequential including lost profit or other damages based in contract tort or otherwise NOVO TECH SOFTWARE shall have no liability with respect to the content of the NovoLIQ or any part thereof including but not limited to errors or omissions contained therein libel infringements of rights of publicity privacy trademark rights business interruption personal injury loss of privacy moral rights or the disclosure of confidential information 3 FOR NovoLIQ TRIAL VERSION a The NovoLIQ Trial version may be freely distributed with exceptions noted below provided the distribution package IS not modified in ANY WAY b The NovoLIQ Trial version may not be distributed inside of any other software package without written permission of NOVO TECH SOFTWARE c The NovoLIQ Trial version allows the user to publish its
34. ress oy o y vs depth Relative density Dr vs depth Cyclic Resistance Ratio CRR vs depth Ko vs depth Factor of safety vs depth Probability of liquefaction PL vs depth Maximum cyclic shear strain ymax vs depth Volumetric strain vs depth Post liquefaction settlement vs depth 15 NovoLig User s Manual e Post liquefaction lateral displacement vs depth e Post liquefaction residual strength vs depth Note For Zhang amp Robertson 2004 and Faris 2006 methods details of calculation will be provided at each depth in a tabular format Three columns under Lateral Spreading Indexes present details of the method selected in Preferences page See 4 11 ew Ely rr e aoa oe For more options click on charts Soltek os Sate Facts Frost tuquaci n Plots Calculation details include the following data Rd depth reduction factor Overburden Pressure total and effective soil overburden stress If loading effect See 4 4 is activated in analysis these overburden stresses include AP due to footing loads Fines Content the percentage of silt and clay at this depth source soil layers table N60 SPT blow counts N corrected for sampler rod length borehole diameter energy Co correction factor Cr Cb Cs Ce for SPT Cn correction factor includes depth and water level correction for SPT Ni 60 cs equivalent clean sand depth corrected fines content corrected SPT blow counts Click on SPT Correction Detai
35. s SPT Blows 0 7 f i 0 6 f i i ra f 0 5 ral 0 4 g w O 03 Seed et al 1983 oo Lx nas Tokimatsu Yoshimi 1983 e Shibata 1981 1981 0 1 y lt lt Chinese Code Kokusho et al 1983 0 5 10 15 20 25 30 35 40 Normalized N value N1 0 833 N1 60 5 7 2 BDT Based CRR The approach for liquefaction assessment based on Becker Density Test BDT is essentially assessing the liquefaction potential using equivalent SPT blow counts Nso Two following methods are covered in NovoLig for correlating Becker blows to SPT blows 29 SPT Neg biows 0 3m NovoLig User s Manual 100 HARDER amp SEED 1996 SAUNAS SITE m THERMALITO SITE SAN DIEGO SITE BO E af O Bi 60 m0 2 2 40 o 20 BPT Nos blows 0 3 m 0 20 40 60 80 100 BPT Noso blows 0 3m Alex Sy Campanella 1993 with considering casing friction Rs Harder Seed 1986 When BDT blow counts are converted to equivalent SPT blow counts Neo the procedures for Standard Penetration Test See 5 7 1 will be applied to field test data Note it is assumed that user has already corrected BPT blow counts for bounce chamber pressure Novo Tech program NovoBPT can be used for Becker penetration test processing and correlations 5 7 3 Vs Based CRR The CRR 5 based on Vs is calculated based on the following methodology source NCEER Workshop 1997 report Recommended
36. t fit values for Vsic Vsic 220 m s for sands and gravels with fines contents less than 5 Vsic 210 m s for sands and gravels with fines contents of about 20 Vsic 200 m s for sands and gravels with fines contents greater than 35 Figure 2 presents CRR boundaries recommended by Andrus and Stokoe for magnitude 7 5 earthquakes and un cemented Holocene age soils with various fines contents Although these boundaries pass through the origin natural alluvial sandy soils with shallow water tables rarely have corrected shear wave velocities less than 100 m s even near ground surface For a Vs of 100 m s and a magnitude 7 5 earthquake the calculated CRR is 0 03 This minimal CRR value is generally consistent with intercept CRR values for the CPT and SPT procedures 32 NovoLig User s Manual Boundaries Defined by ae CRR a Vs1 100 b 1 Vs1c Vs 1 Verc My 45 a 0 03 b 0 9 Veic 220 m s for sands and gravels with FC 5 1 5210 m s for sands and gravels with FC 20 W 200 ms for sands and silts with FC 35 Chart Based on Average values 051 a max Uncemented Holocene age soils Average fines content FC Cyclic Stress Ratio fav Ove Liquefaction No Liquefaction 200 stress Corrected Shear Wave Velocity Vai m s Figure 2 Proposed cyclic stress ratio curves for different fines content FC 5 8 Post Liquefaction 5 8 1 Lateral Displacements The following method of estimating the post liq
37. the content or accuracy of the publication c The NovoLIQ Registered version guaranties to the registered user free updates for a whole version cycle and for 12 twelve months d You shall not use copy rent lease sell modify decompile disassemble otherwise reverse engineer or transfer the Product except as provided in this Agreement Any such unauthorized use Shall result in immediate and automatic termination of this Agreement e Once purchased the Software may not be return to NOVO TECH SOFTWARE The price paid for the Software E not refundable f The NovoLIQ license is issued for one computer based on the Hardware ID provided by user Each transfer of license to another computer if approved by NOVO TECH SOFTWARE will be subject to 20 percent charge based on latest NovoLIQ price oe TERMS This license is effective until terminated You may terminate it by destroying the program the documentation and copies thereof This license will also terminate if you fail to comply with any terms or conditions of this agreement You agree upon such termination to destroy all copies of the program and of the documentation or return them to the author 6 OTHER RIGHTS AND RESTRICTIONS All other rights and restrictions not specifically granted in this license are reserved by NOVO TECH SOFTWARE If you have any questions regarding this agreement please write to supportONovoTechSoftware com YOU ACKNOWLEDGE THAT YOU HAVE READ THIS AG
38. tp www novotechsoftware com products 6 3 Updates http www novotechsoftware com updatelogs novoLlQ txt 6 4 Contact us http www novolab2 com web forms contact ph 40
39. uefaction as Liquefaction is a phenomenon wherein a mass of soil loses a large percentage of its shear resistance when subjected to monotonic cyclic or shock loading and flows in a manner resembling a liquid until the shear stresses acting on the mass are as low as the reduced shear resistance Liquefaction Assessment Evaluating the liquefaction resistance of soils is an important step in the engineering design of new structures and the retrofit of existing structures in earthquake prone regions The evaluation procedure widely used throughout the world is termed the simplified procedure This simplified procedure was originally developed by Seed and Idriss 1971 using blow counts from the Standard Penetration Test SPT correlated with a parameter representing the seismic loading on the soil called the Cyclic Stress Ratio CSR This parameter is compared to Cyclic Resistance Ratio CRR of the soil and if it exceeds CRR the soil is likely to be liquefied A safety factor against liquefaction is defined as ratio of CRR to CSR Safety Factor CRR CSR K K CRR CRR MSF Where CRR7 save Calculated cyclic resistance ratio average of all selected methods at a desired depth for an earthquake with M MSF Magnitude Scaling Factor K overburden stress correction factor only applied to the following analysis methods see details See 5 7 1 Vancouver Task Force Report 2007 NCEER 1996 Cetin et a
40. uefaction lateral displacements is incorporated into NovoLiq Zhang Robertson and Brachman 2004 This method is essentially based on estimating maximum cyclic shear strain of each layer during and after liquefaction which is estimated from safety factor against soil liquefaction FS and relative density of soul Dr when Dr itself can be correlated from SPT or equivalent SPT blow counts 33 NovoLig User s Manual Maximum cyclic shear strain Y 0 0 0 5 1 0 1 5 2 0 Factor of safety Fs Figure 1 maximum cyclic shear strain for post liquefaction lateral displacement proposed by Zhang Robertson and Brachman 2004 Then the Lateral Displacement Index LDI is calculated from the following equation max LDI j Y maxt Where gmax is the maximum shear strain in each layer induced by cyclic load and dz is depth interval at each test See 5 8 3 Based on the topography of the site Gently Sloped Free Face the lateral displacement is then estimated from LDI The complete procedure proposed by the authors is available in the following paper from our website Estimating Liquefaction Induced Lateral Displacements Using the Standard Penetration Test or Cone Penetration Test G Zhang P K Robertson and R W I Brachmann Faris 2006 This method is similar to Zhang and Robertson method but instead a Displacement Potential Index DPI is calculated based on Cyclic Stress Ratio CSR See 5 2 and N1 60 s Zmax D
41. ze and the applied stress If you uncheck this checkbox effect of loading will not be considered in soil liquefaction analysis 4 5 Schematic Soil Profile NovoLiq draws the schematic soil stratigraphy based on the data entered in soil layers table Each soil type is shown in a specific color to ease differentiating between soil types You can save this drawing as image file BMP format by click on Save as image link at the top right corner of the page Please notice that shading on this schematic soil profile is indicative of groundwater level 4 6 Seismic Info Seismic condition of the site can be entered from Data Seismic Info button from the top toolbar This data is required for each project and includes the following sections 11 NovoLiq User s Manual Seismic Info Earthquake Magnitude Mw a Distance from fault km 5 Peak Ground Acceleration PGA Constant Cyclic Stress Ratio CSR PostAiquefaction Topography s op Ps 100 E Genth Sloped a Free Face S 04 H 5 mo L 60m for hang 4 Robertson method 0 2 lt 56 lt 3 5 for hang 4 Robertson method 4 lt L H lt 40 For free face topography Ignore lateral spreading below 2H For both topographies Ignore lateral spreading when liquefaction FoS gt 1 1 Ignore lateral spreading below this depth 20 im lgnore reconsolidation settlement below this depth 15 im Residual friction angle 30 deg used for residual shear stren
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