Pre-accepted Geotechnical Program
Contents
1. Modified C580 Approach Refer to the Advisory Note on the Use of FREW for the Limit State Partial Factor Method base on CIRIA Report No C580 Last revision date 15 12 2015 Program Reference Program Pre accepted Geotechnical Programme Version Valid Till Remarks 2017 11 02 Only the SAFE model method can be used The stability check feature is excluded The seismic analysis to EC8 feature is excluded The integral bridge analysis is excluded The EC7 partial factor sets feature is excluded Restricted to staged excavation with props or anchors by global factor approach and steady state seepage flow Guidelines given in the Note on PLAXIS 2D AE for ELS and Steady State Seepage OASYS PDISP 2018 05 19 The application of non linear soil stiffness feature is excluded from this application The Legacy Mindlin Method and New Mindlin Method without Correction Factor features are excluded from this application phase 2018 06 16 SEEP W 2012 2018 08 06 Solve steady state and transient seepage analyses for saturated and unsaturated porous material The program is designed for 2 Dimensional vertical section view modelling Axisymmetric amp plan view modelling are not included in this application PLAXIS 3D 2018 10 18 This application is restricted to the analysis of the stage construction of excavation and lateral support design for can2. excluding applications in sloving bearing capacity and seismic loading G0116 OASYS VDISP OASYS SLOPE 2017 05 20 2011 03 05 SLOPE W 2008 04 27 excluding application in solving bearing capacity seismic loading and block failure problem DIPS 2012 03 12 DIPS 2017 03 30 TUNSET 2008 05 25 SLOPE W 2008 07 18 Only Janbu Simplified Bishop Spencer and Morgenstern Price should be used The use of the program in sloving bearing capacity and seismic loading are excluded PLAXIS 2005 09 01 SLOPE STABILITY 2005 10 20 DEBRIFLO 2016 10 01 SEEP W Oasys FREW 2009 04 09 2015 12 19 Applied in the design of excabation and lateral support works by conventional approach such as those described in GEO Publication 1 90 Only SAFE model method can be used in this version of program CONSOLID Oasys SEEP 2018 03 31 2009 11 29 TUNSET 2006 11 10 Processing Modflow PMWIN 2007 04 29 PLAXIS 2018 02 04 Only Mohr Coulomb model should be used OASYS FREW Modified C580 Approach 2013 01 17 Notes for FREW users for Use with Modified C580 Approach Based on the findings of the verification exercise and back analyses of past case histories of excavation users are reminded of the following 1 Horizontal soil pressure coefficients Users are Last revision date 15 12 2015 Program Reference Program
3. DIPS 2000 06 16 SWEDGE 2000 06 16 STAWAL 2000 09 29 OASYS SLOPE 2004 01 28 SLOPE W OASYS FREW 2005 02 07 2006 09 18 SLOPE W 2006 09 18 PMWIN MODFLOW 2000 09 29 STED 2000 11 19 Last revision date 15 12 2015 Program Reference Program Pre accepted Geotechnical Programme Version Valid Till Remarks G0054 SEEP W WALLAP 4 02 2000 12 01 2001 01 25 ReWaRD 2001 02 26 ReActiv 2001 02 26 GWALL 2013 01 20 OASYS SLOPE 2013 10 07 OASYS STAWAL 2013 08 17 OASYS SAFE 2013 08 17 OASYS VDISP 2007 07 12 OASYS SEEP 2013 01 20 ROCKFAL3 2001 05 21 OASYS SLOPE OASYS FREW 2001 05 14 2017 01 19 OASYS VDISP 2001 05 21 BMCOLPY G 2001 09 11 OASYS PILE 2010 12 05 OASYS GRETA 2013 08 17 OASYS PILSET 2013 08 17 JANBU 2001 06 03 JANBU 2001 06 03 BEFON 2001 09 24 SAGE CRISP 2001 06 18 CWD 2001 07 07 2001 07 07 2 4 2001 07 19 DIPS 2001 07 21 WALLAP 2001 08 10 OASYS STAWAL 2001 08 13 GOLDPIT 2001 08 18 COLOB 2004 11 14 RWALL 2004 11 14 JANBU 2017 03 30 JANBU 2001 09 20 SIGMA W 2001 10 04 WALLAP 2012 08 05 TALREN 2001 10 08 OASYS FREW SLOPE W 2008 02 03 2001 11 24 SEEP W 2017 02 19 Solvi
4. 16 02 28 SLOPE W 2016 03 06 1 Only Bishop Simplified Janbu Simplified Morgenstern amp Price and Spender methods are allowed to use 2 The following applications are excluded Use of partial factor for slope stability analysis Bearing capacity analyses Pseudo static earthquake analyses Active and passive pressures Block failure Analyses allowing passive mode Hoek Brown failure criterion for modeling shear strength of soil or rock Unsaturated shear strength Analyses using SLOPE W finie element stress method Auto Locate or Auto Search for critical slip surfaces will produce results for indication only SHANSEP model for soft soils Geotextile reinforcement and Pile wall 2017 02 24 1 Restricted to staged excavation with props or anchors by global factor approach and steady state seepage flow 2 Guidelines given in the Note on PLAXIS 2012 for ELS and Steady State Seepage Analysis OASYS FREW 2017 09 21 Global Factor Approach The application of the program is confined in the analysis of excavation and lateral support works by conventional apporach such as those described in GEO Publication 1 90 Only the SAFE model method can be used The stability check feature is excluded The seismic analysis to EC8 feature is excluded The integral bridge analysis is excluded The EC7 partial factor sets feature is excluded OASYS FREW 2017 09 21
5. 2 2013 05 06 Global Factor Approach for ELS Works PLAXIS Modified C580 Approach 9 0 2016 12 16 Notes on the use of PLAXIS for the limit state partial factor method based on CIRIA Report No C580 Based on the findings of the verification exercise and back analyses of past case histories of excavation Last revision date 15 12 2015 Program Reference Program Pre accepted Geotechnical Programme Version Valid Till Remarks users are reminded of the following 1 Hydraulic boundary condition The groundwater pressure distribution assumption in the modeling and the related program setting can have a major influence on the computed results The assumption should be compatible with the permeability of the various soil rock layers in the ground and the hydraulic boundary conditions which should be assessed using field permeability tests typical permeability values or pumping tests and piezometric monitoring data 2 Check on capacity of structural elements A structural check should be carried out after the analyses If the structural check indicates the capacity of any of the structural elements being exceeded the analyses should be repeated for a revised design with stronger structural elements using higher stiffness values 3 Wall Soil interface Use of an unrealistically low strength such as zero strength at the interface will likely result in numerical instability e
6. DISP 2018 04 23 The application of BUILDING DAMAGE ASSESSMENT function is excluded from this application TALREN 4 2018 05 12 Only Simplified Bishop s Method and Modified Fellenius Method are used in analysis Only tensile strength of soil nails slope reinforcing strips are allowed in the slope stability analysis OASYS SLOPE OASYS FREW PLAXIS 2D 2018 04 23 2015 06 03 2018 09 14 The Partial Factor Analysis function is excluded and Fellenius Method should not be used Modified C580 Approach The new stabiliy check feature is excluded Restructed to stage excavation with ptops or anchors by global factor approach and steady state seepage flow analysos all on Mohr Coulomb soil model only and Guidelines given in the attached document Last revision date 15 12 2015 Program Reference Pre accepted Geotechnical Programme Program Version Valid Till Remarks WALLAP Modified C580 Approach 2016 01 09 Advisory Note on PLAXIS 2011 for ELS and Steady State Seepage Analysis The stability analysis wedge stability and FOS calculation is excluded Single pile analysis is excluded and The acceptance is subjected to the conditions given in the attached document Notes on the use of WALLAP 2016 01 21 The features functions are excluded Flexural topping fold analysis oriented core and rock mass classification OASYS PILSET 20
7. Pre accepted Geotechnical Programme Version Valid Till Remarks reminded that the Ka and Kp values applied in FREW should be in the horizontal direction When opting for the User Specified option in FREW user should use Geoguide Figures 18 amp 19 to obtain horizontal earth pressure coefficients resolve the active Ka and passive Kp pressure coefficients from the charts and then input their corresponding horizontal components i e Kah and Kph into FREW When opting for the Calculated option FREW will compute the earth pressure coefficients based on the method given in the manual User Manual Section 2 1 3 2 refers 2 Surcharge application When the surcharge is expected to appear after the wall installation the surcharge values should be applied in stage 1 instead of stage 0 of the FREW analysis Users are reminded that the purpose of stage 0 is to model the existing ground condition prior to any construction works Surcharge value applied in stage 0 corresponds to the situation where the loading is present at the existing ground condition and FREW will reset the wall deformation to zero prior to the stage 1 analysis 3 Surcharge modeling It is recommended to use UDL surcharge instead of strip load surcharge if the surcharge is widespread across the site Users are reminded that application of strip load surcharge will only modify the active pressure limit of the underlying soil whereas the applic
8. Program Reference Program Pre accepted Geotechnical Programme Click here to open list in alphabetical order of Program Version Valid Till Remarks G0001 OASYS FREW FLAC 5 14 1998 05 23 1998 05 23 SIGMA W 1998 05 24 DIPS 1998 06 25 PILED G 1998 07 09 SEEP G 1998 09 24 SLOPE G 1998 09 25 SWEDGE 2001 09 27 SLOPE 2013 01 20 UNWEDGE 1998 11 13 FLAC 2010 08 06 SLOPE W PCSTABLSM 1998 11 30 1998 12 26 SLOPE W 1999 02 05 GALENA 2003 03 27 SPENN3 BAS 2017 08 27 PLAXIS 1999 03 24 JANBU BAS 2017 08 27 FNDUBC1 BAS 2017 08 27 RWALL1 BAS 2017 08 27 SEEP W 1999 08 27 OASYS STAWAL 1999 09 09 OASYS SLOPE STABL G 1999 09 09 2009 04 03 Slope Stability Analysis for use of Simplified Bishop and Simplified Janbu Methods Only OASYS SEEP OASYS VDISP 1999 09 09 1999 09 09 OASYS GRETA 1999 11 01 OASYS FREW 1999 11 01 OASYS FREW 1999 11 01 OASYS WELL 1999 11 12 OASYS SAFE 2006 08 06 WALLAP 1999 12 22 SWEDGE 2000 01 27 UNIBEAR 2000 03 24 RIDO DIPS 2000 03 25 2000 04 02 TALREN 2000 04 03 FLAC 2000 05 01 SEEP W 2000 05 15 KZERO 2017 03 30 DIANA 2013 10 21 STABLS 2003 08 08 OASYS SLOPE 2006 09 18 OASYS SEEP 2006 09 18
9. ation of UDL surcharge will modify both active and passive pressure limits of the underlying soil User Manual Section 3 4 5 refers 4 Model Type mode Users should note that the verification of FREW has been carried out using the SAFE model 5 Wall Soil interface When the SAFE mode is adopted users have the option to choose between fixed or free wall soil interface in the analysis in order to obtain realistic results for the design situation Where the soil is fixed to the wall and the anticipated vertical movement of the wall relative to the soil is small such as in a SLS analysis the fixed option should be used Users may consider using the free option in the following situations When analysing the behaviour of a wall where the soil will move vertically against the wall and or the results are close to non convergence in the FREW analysis or where limited wall friction is available Users are reminded that the choice of the wall soil interface option is related to the modeling of the relative soil wall movement in the vertical direction and this should not be confused Last revision date 15 12 2015 Program Reference Program Pre accepted Geotechnical Programme Version Valid Till Remarks SLOPE 2000 2009 03 09 with the choice of Ka or Kp values that correspond to the wall friction available Users should obtain the correct Ka and Kp values for FREW inputs by considering the available wa
10. erance that can be achieved under the construction control and supervision regime imposed Last revision date 15 12 2015 Program Reference Program Pre accepted Geotechnical Programme Version Valid Till Remarks 2016 12 09 6 Selection of Soil Models Users should not use effective stress shear strength parameters phi amp c to model undrained behaviour Also the users should note that PLAXIS may not give appropriate pore water pressure distributions in an undrained analysis unless an appropriately sophisticated soil model is adopted Reference should be made to the report of the Committee of Inquiry on the Nicoll Highway collapse for advice on selection of appropriate soil models for soil structure interaction analysis 7 Requirement for convergence Excavation is an unloading problem Hence the PLAXIS calculation for ELS works is a load controlled analysis Users may use the default setting where the Arc length control function for iteration of calculation is activated Under special circumstances of large shear strains and significant plasticity developing in the mesh elements the users may deactivate the Arc length control function to force the analysis to solve to convergence see PLAXIS Reference Manual under Iterative Procedure Control Parameters In such a case the users must check whether the shear strains generated in the mesh indicate development of a global failure mechanism If the analysi
11. g non convergence or unreasonably large wall deflections Therefore the wall soil interface ratio Rinter should not be set to zero It is suggested that the users adopt a Rinter value of not less than 0 1 times the soil shear strength in the analysis 4 Effects of mesh size on accuracy of results The mesh element size to be adopted in the analysis should be suitably fine so that further refinement of the mesh element size would not generate a significant change in the required wall embedment depth A finer mesh element size may also be required at the areas of stress concentration or zones of large deformation gradient The variation of the mesh element size over the computation domain should be optimized to avoid numerical instability e g non convergence and to achieve adequate calculation accuracy 5 Wall embedment depth and large strains When analyzing an excavation problem using the limit state partial factor method based on CIRIA Report No C580 to obtain the design wall embedment depth users should check the sensitivity of the wall behaviour to the wall embedment depth There could be a rapid increase in the maximum wall deflection strut loads upon a small reduction in the wall embedment depth reflecting the sensitivity of the design to small variations in wall embedment Hence a suitable value of design wall embedment depth should be selected to take into account the results of sensitivity analysis and the construction tol
12. ll friction 6 Sensitivity of results to wall embedment depth When analysing an excavation problem using the CIRIA Report No C580 method users should check the sensitivity of the wall behaviour to the wall embedment depth The wall behaviour in terms of stability is normally represented by the computed structural forces bending moments shear forces strut loads in the ULS analysis but the maximum wall deflection is also important in defining the state when there is a rapid increase in wall deflection for a small reduction in the embedment depth Based on this sensitivity analysis the wall embedment depth can be selected to achieve an economic design that is sufficiently conservative and robust The above acceptance is subject to the following restriction 1 Pile anchorage simulation is not allowed 2 Sarma s Wedge Lowe Karafiath analysis and 3D analysis options are not allowed 3 Davis method on bond load calculation for soil nail is not allowed 4 Combined bond load from soil friction and rock bond for soil nail is not allowed CRSP 2016 03 06 UNWEDGE 2016 12 16 SLOPE W 2009 11 06 DIPS 2014 08 31 SWEDGE 2017 07 30 OASYS TUNSET 2013 10 19 For analysis of tunneling problem by Attewell Boscardin and Mair et al methods only and User specified i h ratio not allowed SLOPE W 2017 04 15 The FOS of the cohesive and frictional component of strength are assumed e
13. ll produce results for indication only SHANSEP model for soft soils SLOPE W 2018 01 11 1 Only Bishop Simplified Janbu Simplified Morgenstern amp Price and Spender methods are allowed to use 2 The following applocations are excluded Use of partial factor for slope stability analysis Bearing capacity analyses Pseudo static earthquake analyses Active and passive pressures Block failure Analyses allowing passive mode Probabilistic analyses Hoek Brown failure criterion for modeling shear strength of soil or rock Unsaturated shear strength Analyses using SLOPE W finite element stress method Auto Locate or Auto Search for critical slip surface will produce results for indication only SHANSEP model for soft soils OASYS FREW 2018 07 23 Global Factor Approach Restrictions Applied in the design of excavation and lateral support works by conventional approach such as those described in GEO Publication 1 90 Only SAFE model method can be in this version of program DAN W Release 9 2015 07 29 Only Voellmy rheological model may be used PAROI 2 4 9e 2018 11 12 Global Factor Approach UDEC 4 0 2017 01 19 Only ground excavation and rock reinforcement in tunnel and cavern works are allowed to use DAN W Release 9 2015 07 29 Only frictional rheological model may be used PIES 4 2013 03 22 PLAXIS 3D Foundation 2
14. nd improvement for ground stabilization 3 Only linear elastic perfectly plastic Mohr Coulomb constitutive model is allowed 4 Only steady state seepage flow analyses is allowed Global Factor Approach The feature of seismic loading thermal stress of structs wedge stability yield moment of wall and FOS calculation using BSC Piling Handbook method are excluded DAN W Release 10 2017 05 07 The analysis of post failure debris motion with normal elements only WALLAP 5 04 2018 05 17 Global Factor Approach The features of seismic loading wedge stability and FOS calculation using BSC Piling Handbook method are excluded 2014 08 31 Restricted to stage excavation with props or anchors by global factor approach and steady state seepage flow analysis all on Mohr Coulomb soil model only and Guidelines given in the attached document Notes on PLAXIS Version 2010 for ELS and Steady State Seepage Analysis VALDEZ 2017 12 18 The program is developed specifically for the design of reinforced earth wall in compliance of Geoguide 6 for Hong Kong and Global slope stability checks should be carried out by another program RocFall 2015 01 17 OASYS FREW 2018 04 20 Applied in the design of excabation and lateral support works by conventional approach such as those described in GEO Publication 1 90 Only SAFE model method can be used in this version of program OASYS X
15. ng 2 D seepage analysis for solving steady seepage and transient seepage OASYS VDISP 2001 11 26 SABLE 2004 11 14 FADSPABW 2017 02 27 SHEETPILE 2 2002 01 14 SLSTABBM 2002 06 10 OASYS FREW 2000 11 23 OASYS FREW 2005 12 19 PAROI2 2006 01 26 PCSTABLSM 2018 07 23 OASYS CLOG UNWEDGE 2002 12 08 2006 07 03 SLOPE W 2017 04 15 The acceptance of the program is subject to the following restrictions a The program is used only for slope stability analysis using the limit equilibrium method of Last revision date 15 12 2015 Program Reference Pre accepted Geotechnical Programme Program Version Valid Till Remarks SOCKET 2018 03 31 Bishop s Simplified Janbu s Simplfied or Morgenstern Price b Jambo s method should not be used for deep seated failure and tie back loads anaylsis and c Pseudo static earthquake analysis block slip anaysis bearing capacity analysis and probability analysis are excluded KaKp 2018 03 31 SIGMA W 2003 06 25 Q ALL 2018 03 31 FLAC 2016 05 22 For the application in excavation amp retaining structure only CHANNEL 2012 05 06 CESAR LCPC 2003 08 29 GSTABL7 2003 10 08 RIDO 2016 05 22 G0115 SLOPE W SLOPE 2000 2015 07 09 2007 08 16 for analysis by Bishop Simplifed and Morgenstern Price method only
16. qual for all soils involved The FOS is assumed to be same for all slices When excessively steep surface are used or when a trong material overlies a very weak material SLOPE W may have difficulties in obtaining a convergent solution SEEP W 2018 01 11 OASYS SLOPE 2014 12 01 The program uses the method of slices and variety of established methods for calculating interslice forces such as Fellenius or Swedish slip circle analysis the Bishop horizontal or constant inclined inter slice forces method and janbu method Each slice in the inclined interlice force methods is in equilibrium both vertically and horizontally SLOPE W 2018 06 14 1 Only Bishop Simplified Janbu Simplified and Morgenstern amp Price method are allowed to use 2 The following applications are excluded Last revision date 15 12 2015 Program Reference Pre accepted Geotechnical Programme Program Version Valid Till Remarks O Use of partial factor for slope stability analysis Bearing capacity analyses C Pseudo static earthquake analyses L Active and passive pressures Block failure L Analyses allowing passive mode L Probabilistic analyses Hoek Brown failure criterion for modeling shear strength of soil or rock O Unsaturated shear strength C Analyses using SLOPE W finite element stress method Auto Locate or Auto Search for critical slip surfaces wi
17. s has predicted a global failure mechanism the users should re activate the Arc length control function and re run the analysis If there is no convergence then the wall embedment depth should be increased 1 Stage excavation with props or anchors by global factor approach and steady state seepage flow analysis all on Mohr Coulomb soil model only 2 The Prior accaptance is subjested to the document attached Notes on PLAXIS Version 9 02 for Excavation and Lateral Support and Steady State Seepage Analysis WALLAP 2013 07 25 1 Only the Bending Moment and Displacement type of analysis with the wall and soil modelled by sub grade reaction is allowed 2 The use of the program should be in compliance with the technical recommendations stipulated in paragraph 4 of Appendix A of the Circular Latter Design of Excation and Lateral Support Works by the Limit State Partial Factor Method Extension of the Trial Period issued by this Department dated 18 January 2007 PLAXIS 3D Tunnel 2013 11 29 1 The assessment of tunneling on existing structures should include back analysis of previous tunneling in nearby site for program calibration 2 The tunnel linings dismantling model should Last revision date 15 12 2015 Program Reference Program Pre accepted Geotechnical Programme Version Valid Till Remarks WALLAP 2014 04 19 include substantial soil cover and adequate grou
18. tilever strutted shaft walls and associated strutting system under hydrostatic groundwater pressure condition all on linear elastic Mohr Coulomb soil model only Guidelines given in the Advisory Notes on PLAXIS 3D 2013 for ELS Analysis Last revision date 15 12 2015
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