?_laLSLOPECopyright Dr D.L.Borin 2004$Distributed by Geosolve, London, UK ( @wwwwwwwwwwwwuXwwwwwwwwwwwwuXwwwwwwwwwwwwUwwwwwwwwwwwwUwwwwwwwwwwwuXUUwwwwwwwwwwwuUUwwwwwwuUUUUU]wwwwwUUUU]wwwwUUUUwwwuՈWU]wwu]XUwwUww]XUwwuUww]ՈUwwwu]wuXWwwwwUw]ՈUwwwwwuuՈUwwwwwwuXWwwwwww]ՈWwwwwwwՈUwwwwwwwXUwwwwwwwXWwwwwwwwՈWwwwwwwwՈUwwwwwwwwՈUwwwwwwwwՈWwwwwwwwwXWwwwwwwwwXUwwwwwwwwwXUwwwwwwwwwXWwwwwwwwwwՈWwwwwwwwwwՈUwwwwwwwwwwՈUwwwwwwwwww HelpOnTop ()Back ()BrowseButtons ()ZmainmainOSLOPE~Oz0W?  Om##O,lRf/&;)z4|CONTEXT|CTXOMAP?|FONTx|KWBTREEx|KWDATAZ|KWMAPg|SYSTEM|TOPICB|TTLBTREE|bm0|bm11|bm10s|bm11,E|bm12 m|bm13|bm14|bm15K|bm16~|bm17U|bm18$R|bm2g|bm3h|bm4j|bm5o|bm6|bm7|bm8|bm9x0 Main_menu_____File C:\FOREHELP\SLOPE\SLOPE.RTF 161 N9B285917 Quick_file_open 1 Quick_file_open C:\FOREHELP\SLOPE\SLOPE.RTF 161 TCC291C1F Main_menu_____View 0 Main_menu_____View C:\FOREHELP\SLOPE\SLOPE.RTF 162 RA67D2BAD Results_selection 1 Results_selection C:\FOREHELP\SLOPE\SLOPE.RTF 162 RA67D2BAD Results_selection 1 Results_selection C:\FOREHELP\SLOPE\SLOPE.RTF 162 RA67D2BAD Results_selection 1 Results_selection C:\FOREHELP\SLOPE\SLOPE.RTF 162 \C977A142 Main_menu_____Analysis 0 Main_menu_____Analysis C:\FOREHELP\SLOPE\SLOPE.RTF 163 JF126A018 Analysis_mode 1 Analysis_mode C:\FOREHELP\SLOPE\SLOPE.RTF 163 TCC180457 Main_menu_____Help 0 Main_menu_____Help C:\FOREHELP\SLOPE\SLOPE.RTF 164 FAF5567A7 Popu6- 9E1:EContentsF , (4SLOPE Help contents :E lu㛄# 3ϴhrS1׀㐈 In倀d?n"-PScope of the programHow to use HelpRelease notesGetting startedGuide to program operationsData preparationViewing and assessing resultsCreating and printing reportsError messagesNotationReferencesUninstalling the programFrequently Asked Questions> 1 hRelease notes7 & "Release notestL}(  SLOPE - Slope Stability and Reinforced Soil Analysis and Design software]  / .  Copyright 2005 by Dr D.L.BorinDistributed by Geosolve, London, UKwww.geosolve.co.ukI}R. ,6QCurrent release notesW( / .P SLOPE version 12.01 (and 12R.01)wRhH `wt,UӎSLOPE version compatibilityUpgrading from SLOPE version 7 or 8Upgrading from SLOPE version 6 or earlier@1Getting started9h& &Getting startedfU zVeᾀ (tnppwt,System requirementsProgram installationBeginners guideSLOPE version compatibilityL1- Guide to program operationsE-& >Guide to program operationsJ5 J=_A݀hʀ5N+\IUK&+}l㐈The SLOPE desk topFile systemOpening an existing data fileStarting a new data setGeneral rules for data entryData preparationSaving data on diskAnalysingViewing data / results Results selectionCopying data / results to the windows clipboardCreating and printing reportsr7- ; Fn+ŀHot key summaryTerminating program executionS"5 1X G z@Data preparation - Data input modeM' G & N Data preparation - Data input modeF L f ^rf; Click the Data input mode button or select View | Data from the main menu or press Alt+D to enter Data input mode. In Data input mode a set of 12 data edit tabs is visible. Click one of the tabs to display the associated data block:HG LB'̶@ | Ā @, >߂ b; R OmF zj 㦲6 ỳ TitlesStrata profileSoil propertiesGround water conditionsGround Water LevelPiezometric SurfacesPiezometric GridSurcharge loads applied to the ground Slip surfacesFactor of Safety Analysis options and Earthquake forcesReinforcement geometryReinforcement properties|B : DBЀ r?% Reinforcement analysis and design optionsOutput OptionsoF )  Beneath the box displaying the data there is the Data errors and warnings box. If not all the data or errors / warnings can be displayed at once, scroll bars appear at the sides of the boxes. You can also move the splitter bar between the data and the error/warnings listings to view more or less of one box or the other.z@G \QB 㱖. +\ SLOPE features a fully fledged GUI (Graphical User Intez@ rface) which allows you to edit the data interactively See also General rules for data entry > @1;@@FAnalysis mode7z@@& "Analysis mode=@Cq {C ^rf; IUK  see also Batch AnalysisClick the Analyse mode button or choose Analysis | Analyse from the main menu or type Alt+A. It is good practice to save newly edited data before analysing it.On entering analysis mode the data edit display is hidden and a progress summary box appears together with a progress bar at the bottom of the screen.The progress bar shows the number of slip surfaces analysed and the coordinates of the current circle centre or wedge node. The progress summary shows the critical factors of safety at each exit point. pH@ D( At the end of the analysis the program enters "View results" mode.DCQD( 8 Interruption of analysisK DE4 6 During an analysis it may become apparent that the data is unsuitable and that time will be wasted by allowing the analysis to proceed to completion. To interrupt the analysis at any stage choose Analysis | Interrupt Analysis from the main menu or type Alt+I. After a short pause the program will display the question:-8QDF& $ Interrupt run?EF%  If the response is N (no) the analysis will proceed as if nothing had happened. If the response is Y (yes) the run is interrupted and the program displays whatever results.have been calculated so far.NFGG1}GGGHViewing and assessing resultsG!FG& BViewing and assessing resultsLGGH srj@ـ讀cpHViewing data / results Data graphicsResults graphicsInterpretation of resultsFormatting outputDesign criteriaHints on using SLOPEReferences< GI1IKINReport mode5HKI& Report mode]II4 8^rf;To create a report for printing or output to disk file, click the Report mode button,s3KIOK@ Ng 㘔 Check your factor of safety exclusion criteria to ensure that you have not excluded useful results. For details see Factor of Safety selection and tabulation options The blue box shows your currently selected options.Output for selected Common points / Exit points / Reinforcement layers./I~M` e㤮m.Under the heading "Brief output" make your selection of Common points / Exit points / Reinforcement layers.Graphical outputUnder the heading "Graphics options" make your selections. Output is in monochrome by default. Colour output takes longer to prepare and the files are significantly larger. ChooseCreate report to create the report in an RTF file (in the same folder as the data is stored) View report to view the current report.IOKNf  t讀Print report to print the current reportTo leave Report mode, press Close, type Esc or close the form. No other SLOPE processing is possible while the Report form is open.See also Formatting output< ~MO1 O8OFile system5N8O& File system8OpO) "Data files8O7) % A data file contains one data set. A data filename consists of any sequence of up to 45 letters or nupO7Nmbers. The file type .DAT is assumed by the program. If several data sets containing different versions of a problem are to be stored on disk, they must be stored in files with different names. If you attempt to store a data set under an existing filename, the program will print the warning:-M$pO) "H Data file exists. Over-write?5 7( FilenamesI!( C A filename consist of any sequence of up to 45 letters or numbers. You will not normally have to type the file extension (.DAT or .OUT). The program automatically gives data and output files the appropriate file extension. The following characters may not be included in filenames:G!I& B  [ ] \ . < > ? : ; /2{, & Data foldersWhen data files are accessed, the program assumes that they are stored in the current folder on the currently logged drive as displayed in the yellow panel at the top of the screen. Use the Open and Save As dialog boxes to select a new folder.5 I( Data sets{6 :The data in a data set are grouped into 12 data blocks. A data set contains all the data necessary to carry out one analysis. When a data set is stored on disk it occupies one file.When a data set is entered for the first time via the keyboard, or read from a disk file, it is stored in memory (RAM) and becomes the current data set. The current data set can be operated on in various ways i.e. Plotted, Listed, Edited, Stored and Analysed.O'( NRun Identifiers and data file names*#) The Run ID. which appears in the title block is always the same as the last data filename which was read or stored on disk. In order to maintain the correspondence between Run ID. and Data filename, you should always store newly edited data before carrying out an analysis. This will enable you to trace printed output to a particular data file.You should choose a convenient mnemonic and numbering system to identify the various data files and the corresponding analyses which are generated during a job. Be, (,File maintenancej##  You are responsible for removing old or unwanted files which will otherwise occupy valuable disk space.Me?1 ?General rules for data entryG!& BGeneral rules for data entry nF?(  Use the mouse or keypad arrows to highlight the item to be edited.6*A P 㲏ɇ  To edit .Numeric data or Text data press or click on the item to open the item for editing. To overwrite the existing value simply start typing at the highlighted box. Conclude the data entry by pressing the key.V.( \Options data (yes/no, drained/undrained)nF*( Where a data item is selected from a series of options you can:- - (T: Click on the option and select from the dropdown menuPress the space bar to cycle through the various optionsType the initial letter of the option, Y, N etc... ( this only works where there is a choice of 2 options)0 .s Insert New data itemTo define a new stratum, reinforcement type etc..., highlight the undefined item or the position in the sequence where the new item is to be inserted and:-K d! gU press Ctrl+Norchoose Edit | New from the main menuor right click and choose - Insert at cursor - from the popup menu.*2 2 The exact usage depends on the data type being added. For surcharges and piezometric profiles you can simply move to the undefined item and press .Delete data item.To delete a stratum, surcharge etc..., highlight the item and:-K d' gU press Ctrl+Xorchoose Edit | Delete from the main menuor right click and choose - Delete at cursor - from the popup menu.S #3 6@ ͞wsee also Undo and Redo[ 7fuW= Context sensitive help Press at any time to get help on the currently selected item. Use of the key Data preparation@#Y1 YHow to use Help9& &How to use HelpvY ހ ,0 fu ;ـ픞̀ "-P XHelp can be accessed in various ways with one of the following hot keys or links :-Help Contents F1Context sensitive help.Alt+HHelp IndexGeosolve help lineFrequently Asked QuestionsTrouble Shooting6>1 >mNotes/ m& NotesY+>. ,V1 2 3 4 aqwertyuiopa small fonts mA P courier new 12 courier new 10 courier n e w 9+ - 1 2 3 4 5 6 7 8 9 0 wertyioasdghj k l z x c v b n m / R T I A S D G H K L Z C N M Bookshelf Symbol 1123455 , (  Ko ;D Vwa b c d e f g h i j k l m n o p q r s t u v w x y z regulara b c d e f g h i j k l m n o p q r s t u v w x y z boldA B C D E F G H I J K L M N O P Q R S T U V W X Y Z 1 2 3 4 5 6 7 8 9 0 ! " $ % ^ & * ( ) - = [ ] ; ' # , . / \ _ + { } : @ ~ < > ? | Y&3 6L ! kN/m 3E1~ ]P Scope of the program>]& 0Scope of the program4Z    SLOPE analyses the stability of slopes. The program is also applicable to earth pressure and bearing capacity problems. Optional facilities are available for the analysis and design of reinforced soil.This new version of SLOPE is available:- with soil reinforcement options - version 12R without soil reinforcement options - version 12Analysis options The program provides a choice of methods of analysis including the following:-W]:R r ޒ ʦ + Swedish Circle (or Fellenius') methodBishop's methodSpencer's method Janbu's methodThe various methods make different assumptions about the equilibrium distribution of forces within the slipping mass. The result of each analysis is expressed as a factor of safety. In routine slope stability problems the factor of safety is calculated with respect to the strength of the soil along the slip surface. There is an option to calculate the factor of safety with respect to surcharge loads. This option is applicable to bearing capacity problems and earth pressure calculations.\D V1 G'5 I܀ Strata profile and ground water conditionsThe ground can be described in terms of up to 25 soil strata with different strength properties. In simple cases pore pressures are calculated from the position of the water table but in more complicated flow conditions (e.g. the presence of an aquifer or pore pressures due to construction), local values of pore pressure can be defined. :Perched water tables and artesian pressures can be modelled by specifying additional piezometric surfaces associated with individual strata.X:/5 8 Water pressures Where detailed information about the pore pressure distribution is lacking, the pore pressures in any individual stratum can be expressed as an Ru value. For fine grained soils which sustain negative pore pressures, the maximum suction can be specified. Submerged slopes can be analysed by specifying a water table above ground level.Surcharge loads External forces (due to buildings or strut forces in excavations) can be applied to the ground surface. Earthquake forces can be modelled in a quasi-static manner by specifying horizontal and vertical acceleration factors.O7 < Soil reinforcement SLOPE is supplied in two versions. SLOPE version 12R includes facilities for analysing and designing reinforced soil slopes, cuttings, walls and embankments. SLOPE version 12 is only a slope stability analysis program and does not include soil reinforcement.The stabilising effect of the reinforcement is calculated according to Department of Transport Technical Memorandum BE3/78 and BS8006.Reinforcement properties data base The on-line help facility includes a data base of reinforcement properties and Partial Factors of Safety accessible interactively~I/35 8 Reinforced soil design The program can be requested to design lengths and spacings of reinforcement to achieve a specified factor of safety. The design facility makes optimum use of a range of reinforcement strengths according to the design conditions.Slip surfaces Circular and non-circular slip surfaces can be analysed. A group of circular slip surfaces can be analysed by defining a rectangular grid of centres. For each centre a number of different radii can be specified. Alternatively the circles can be made to pass through a common point or touch a common tangent.P 0 . Two and three part wedges can be analysed. A group of wedges can be analysed by defining a rectangular grid of wedge nodes. For each wedge node a number of different wedges can be analysed by specifying ranges of wedge angles and toe positions.General non-circular slip surfaces are specified individually by the user.Units Data may be entered in any consistent set of units e.g. (kN,m), (lb,feet). All print-out from the program is automatically annotated in the appropriate units.G3 1K  BViewing data / resultsCP  ( 6Viewing data / results =  + &$NView data :-~H  6 <P~ click the Data input buttonorchoose View | Data or type Alt+D[ # 3 6 r The display on the right hand side of the screen shows the data in graphical form.9 \ ' $NView results:-+#  AP~+}+}dk@A( ,View stored outputvArB4 6hʀTo view the results of a previous analysis, read the data file from disk and then follow the procedure above for viewing results._+AB4 8V@ـSee also Interpretation of resultsHrBC1CZCDAnalysis error messagesABZC& 6Analysis error messagesLCC1 26BZ,v"Convergence failurem:ZCD3 6tBData error - Negative vertical effective stresses R!CeD1<eDDHCopy results to Windows clipboarda;DD& vCopying data listing / results to the windows clipboardTeDGE- * Data and results listings may be copied to the windows clipboard as follows:-WDF@ N/T: 1.Select all or part of the text box. This may be done by clicking and dragging or type Ctrl+A to select all text in the box.2.Copy the selected text to the windows clipboard using the standard keyboard shortcut, Ctrl+C or by choosing Edit | Copy on the main menu.xKGEG- * Graphical output may be copied to the windows clipboard as follows:-ZFpH< F=T:  1.Display the required graphic (data or results).2.Click in the graphics box.3.Copy the graphic to the windows clipboard using the standard keyboard shortcut, Ctrl+C.4. The graphic will be scaled to occupy a fixed area suitable for an A4 page in the destination document.a2GH/ .d * See also Copy data items to SLOPE clipboardIpHI1I\IJData errors and warningsBH\I& 8Data errors and warningsSIJ6 :; Data Errors and Warnings are displayed continually while in Data input mode.ERRORS will prevent the data from being analysedWARNINGS are given to draw your attention to acceptable inconsistencies in the data e.g. Soil or Reinforcement Types which are defined but not usedB\IJ1wJ,KrMFormatting output;J,K& *Formatting outputFJrMH ^ Font selectionChoose Format | Font selection from the main menu or type Alt+O to select a new font, style or size. The new font will be applied to all results displayed on the screen and to all subsequent printed output. The new font will also be remembered the next time the program is executed.To revert to the default font (Courier New, 9pt) choose Format | Default font from the main menu.It is assumed that output will be printed on A4 paper and the results are paginated accordingly.N,KM1MNkOpening an existing data fileG!rMN& BOpening an existing data fileeM6 : Choose File | Open from the main menu or type Ctrl+O. Use the dialog box to select a data file. While browsing the data files, the title and subtitle of the currently highlighted file are displayed in a box at the top of the screen to assist in selecting the correct file. If the highlighted file is not a SLOPE data file a warning is displayed. Opening such a file will probably cause the program to crash.You may use the dialog box to NrMaccess data on other drives and folders. The newly selected folder becomes the current folder and the data are read into memory and become the current data set.Nk8 >   Quick file openTo re-open a recently accessed data file choose File from the main menu and select one of the files listed.B1Radius Definition;k& *Radius Definition+ 5  a=; 1G 3  㦒| w? Each circular slip surface is defined by the x-y coordinates of the circle centre, and the radius of the circle, defined in one of the following ways:-a) the x-y coordinates of a common point (or points) through which circles are made to pass; orb) a common tangent;or c) the numerical value of the radius.see also Grid of Circle Centres Extended Grid Option z9A Rr Ѻ OmF# Circular slip surfaces Slip surfacesHՄ1`ՄEStarting a new data setA& 6Starting a new data set%Մ;I ` .'ŀ  Choose File | New from the main menu.. You will be prompted to save your current data if it is not already saved. The program creates a complete skeleton data set including 1 stratum, 1 soil type and a minimal set of slip circles.Grid line coordinates Modify the x-coordinates of the extreme left and right hand limits of the section to be analysed. Include enough space for the largest conceivable slip surfaces to exit ground level within the section.hʉ'  Grid lines must be defined at every x-coordinate where there is a change of slope in one of the strata, water table or piezometric surface. At least 3 grid lines must be defined. A maximum of 60 data grid lines is permitted. The minimum permitted separation of grid lines is 0.01 units. Additional grid lines may be added at any time.After grid line 1, y coordinates need only be entered at grid lines where there is a change of slope in that stratum. The y coordinates at intermediate grid lines will be interpolated by the program. Strata may not cross one another but layers of zero thickness are permittedK;= H  * The lowermost stratum is assumed to extend downwards indefinitely; there is no lower boundary to the section.Complete the "skeleton" data set with the Soil Properties of Stratum 1 (the uppermost stratum), Water Table, Slip Surface data, Analysis Method and Output Options.Piezometric surfaces, Surcharges (and Reinforcement) etc.. can be omitted at this stage and edited in later with the remaining Strata.Soil types may be imported from other data files by copying their properties via the SLOPE clipboard0ʉE- (  On completion of data entry the data are stored in memory and are referred to as the current data set. The new data must be stored in a disk file if they are not to be lost at the end of the run.Remember to re-store the data after entering new items.B1Results selection;E& *Results selectionWrY   $ %&%&%&In View results mode the green button in the top right corner of the SLOPE desk top shows you the number of the current Common pointor Exit pointor Reinforcement layerdepending on the type of data. The current common point (exit point or reinforcement layer) may be selected in one of the following ways:-U%0 .KT:&1.Click on the green button or type Alt+L and select from the dropdown menu2.Use the hot krEey combinations Alt +Left or Alt +Right to move backward or forward through the list of points / layers.3.Right click anywhere and select one of the options Alt+L, Alt+Left or Alt+Right.c&r6= HM& & & While viewing results, you may find that not all common points (exit points or reinforcement layers) are available for selection because the analysis was interrupted or there were no valid results for some points/layers The graphical display in the bottom right corner of the screen shows the results for the current common point (exit point or reinforcement layer). At the same time the tabulated results for the current common point (exit point or reinforcement layer) are shown in the panel on the left hand side of the screen.&\2 2& &The slip surface shown is the critical one for the selected common point (exit point or reinforcement layer).The summary results show the critical slip surfaces for all common points (exit points or reinforcement layers) on one plot.R!61 2B jsee also Results GraphicsC\1Z-VThe SLOPE desk top<-& ,The SLOPE desk top>kD V Windows icons. SLOPE always runs "maximized". The program can be minimized but not "Normalized".Type Alt+Z to reduce the width of the SLOPE desktop. Select View | Half Screen at the main menu to toggle the half width desktop option.^1-- *b The Main menu contains the following itemsskx  ̀ P  X̀ )̀   Bwɀ Ẁ File Import Edit View Format Analysis Helpe o+}Beneath the main menu the Titles of the current data set are displayedA yellow box in the top right corner displays the Current data file name and and its folder.Beneath the yellow box is the date/time stamp.of the current data file i.e. the time the data was last saved to disk or edited.In View Results mode a green box in the top right corner shows the currently displayed Common point (Exit point or Reinforcement layer). Click on the Results selection button/indicator to see a list of Common points (Exit points or Reinforcement layers) and select one for viewing. The arrow buttons next to the green box are used to move backward and forward through the list.uB T ^rf; The four Mode buttons are located under the Main Menu and titles in the top left corner of the screen. VD V;''The Graphics display (data or results) can be resized using the + and - buttons in the bottom right corner of the screen.D1Saving data on disk=V& .Saving data on disk&# FC( <Saving to the current file 4 6% Choose File | Save or type Ctrl+S. The current data are saved to the current filename. Existing data in that file will be overwritten.@CI( 0Saving to a new filetD 0 . Choose File | Save As from the main menu. Use the dialog box to enter a new filename or select an existing file which will get overwritten. You can use the dialog box to select a different folder or create a new folder for saving your data.The folder containing the selected file becomes the current data folder.6 I- (Where to store your dVataStore your data in folders set aside specially for SLOPE data. Never store your data in the SLOPE program folder. Data for different projects should be kept in separate folders to facilitate archiving and retrieval of data and results.?>1>v6Mode selection8v& $Mode selection>iG \Y +  The four Mode Buttons are located under the Main Menu and titles in the top left corner of the screen. The buttons and their Hot Key alternatives are:bv6k  & ̀ 㐈 Data inputAlt+DAnalyseAlt+AView ResultsAlt+RReportAlt+T7im1m Titles0 6& Titles7 m. *I.K.BRUNEL and PARTNERS | Sheet No.Program: SLOPE Version 5.01 Revision A01.B01.R01 | Licensed from GEOSOLVE | Job No. A/12684Run ID. DEMO1 | Made by : dlb Portsmouth dockyard | Date:29-02-2004Sheet pile wall; Sloping backfill; Two levels of anchors | Checked :-----------------------------------------------------------------------------lF@&  Units: kN,m) Q 'Titles' comprises six items of information which are printed in the title block at the top of the input data and at the top of each section of output. They are:-c@  6̀(6̀(ހ(WQ(D5)(D5)( Maximum permitted no. of characters Main title 60 Sub-title 60 Job number 7 Engineer's initials 4 Force units 2 Length units 2&6 #   C N j  eD )! ) The Force units and Length units entered by the user are used by the program to prompt data entry in the correct units and also to annotate the output. Data can be entered in any consistent set of units. It is up to you to ensure that the values entered for strength, density etc.. correspond to the given units.The Titles menu includes the Unit Weight of Water which must be entered in appropriate units e.g. kN/m3 or lb/ft3.6  , &  The Date is set by the system clock and cannot be changed within the program. Blank entries are accepted except for the Units.IC = 1==   Main Title and Sub-titleB  & 8Main Title and Sub-title(=  %   , &q The titles are up to 60 chars long and may contain any characters.When filenames are listed ( File | Open ) the title and subtitle are displayed for the currently selected file.;  1  [Job Number4  & Job Numbera6 [+ &lJob Number / Identifier A text of 7 chars (max)D 19Engineer's initials=[& .Engineer's initials]29+ &dEngineer's initials A text of 4 chars (max)9r1r@Messages2 9& Messagesr@(  These are messages relating to creation of the st@9iffness matrix and progress of the iterative solution. They are mainly for diagnostic use under guidance from Geosolve and you are not normally expected to pay much attention to them.G A1 AMACForce and Length Units@@MA& 4Force and Length Units( AuA% MARB( k The Force units and Length units entered by the user are used by the program to prompt data entry in the correct units and also to annotate the output. The suggested style is:-8uABK fp  kN, m or,kg, cm or,lb, ft&RBB# BC$ I Data can be entered in any consistent set of units. It is up to you to ensure that the values entered for strength, density etc.. correspond to the given units.MBD1DVDJStrata Profile - definitionsF CVD& @Strata profile - definitionsDLH5 8 "The section should show ground level and the boundaries between the different soil strata. .. The strata and the boundaries between them are numbered from ground level downwards.The number of each soil stratum is the same as the number of its upper boundary; thus Stratum No.1 corresponds to Ground Level. There is no lower boundary to the section and the program assumes that the lowermost stratum extends downwards indefinitely.The boundaries between strata must form continuous lines across the section and may not cross each other. Where there is a wedge of soil that does not extend the full width of the section (see User Manual Figure 1b and example Fig1b.dat), its upper and lower boundaries merge, forming a layer ABCD of very small or zero thickness. The boundaries AB and CD are shown slightly separated in Figure 1b, but they are in fact permitted to coincide. Please refer to the User Manual for full details of complex profile modelling.c2VDH1 2f "A maximum of 25 soil strata is permitted.'LHH$ RNHiIE Z | see also Strata profile - topic summary Coordinate System H]Jp L3Ӏ$ڀv㱖.Grid LinesStrata Profile - editing Assigning soil properties to a stratumGraphical User InterfaceZiIJ< H>߂ # Piezometric Surfaces for piezometric data associated with a stratum @]J3K1$ 3KkK^NToe Exit Angles8JkK& $Toe Exit Angle3KyM\ e ]N e; The toe exit angle is the inclination to the vertical where theh wedge exits at the toe. The valid range of angles is 1 to 179 degress. An exit angle of 90 degress represents a horizontal lineA positive value represents a downwards slope towards the toe. You may specify a range of values defined by the first and last values and the increment.see also Wedge Angle Grid of wedge nodes Toe Exit PointvkK^No ;A Mp( LL@ OmF# # Base Angle Manual wedge generation Two part wedges Slip surfaces @yMN1!NNeSoil properties9^NN& &Soil propertiesINi= H 0ny The properties of the strata in the Strata Profile are defined in the Soil Properties section. The Strata Numbers and the numbers of the Soil Types correspond to each other e.g. Soil Type No. 3 represents the properties of StrNi^Natum No3. The various properties are dealt with in the following topics:Topic summary JNe 2㲒ـgAѓ7)hÀ㽔\ۀ) ஀aހ0nySoil descriptionBulk Unit WeightCohesionless or Cohesive soil typeDrained or Undrained soil typeNormally / Over-Consolidated (NC/OC) soil type Shear strength of soilPiezometric data associated with a stratumDefine new soil typeCopy soil propertiessee also Strata profile Ai1"Soil description:e& (Soil description{J b 㲒ـ A text of up to 24 characters. By default Soil descriptions are shown in full on the graphical display where space permits, otherwise only the stratum number is shownChoose View | Plot options | Soil descriptions to toggle display of the soil descriptions. If Display is Off then stratum numbers are still shown if space permits.see also Soil propertiesA1# Bulk Unit Weight: & (Bulk Unit Weight8(  Many soils have different Bulk Unit Weights above and below the water table. For each soil type, two values of Bulk Unit Weight may be specified, one for material above the water table (partially saturated or dry) and one for material below the water table (saturated bulk unit weight).Note: Saturated Bulk Unit Weight is therefore usually greater than Dry Bulk Unit Weight.The program automatically uses the appropriate values in the analysis according to the position of the water table.g LJ( The units of bulk unit weight must be consistent with those used for cohesion and surface loads:-8̈V z_****** Cohesion Corresponding units of units bulk unit weight kN/m kN/m kg/cm kg/cm lb/ft lb/ftLJK d  eD Submerged unit weights must not be specified; water pressures on submerged ground are taken account of by the program in the analysis.see also Soil properties Unit weight of water S"̈81$8KCohesionless or Cohesive soil typeL&& LCohesionless or Cohesive soil type`8, ( All soil types are defined as Cohesionless or Cohesive.The following restrictions apply:9I* " --------------------------------------------------- | Restrictions | Typical soil types |-------------------------------------------------------------------------|| Cohesionless | Always "drained". | Sand, gravel, || soil | Cohesion value is zero. | cohesionless silt ||------------------------------------------------------------------------|| Drained Cohesive | No restrictions | Medium/long term |}1 0+| soil | | behaviour of clays ||------------------------------------------------------------------------|| Undrained Cohesive | j = 0 | Short/medium term || soil | | behaviour of clays |--------------------------------------------------------------------------T!IK3 6B see also Soil propertiesU$1% Normally / Over-Consolidated (NC/OC)X2K & dNormally / Over-Consolidated (NC/OC) soil type K8 >  Undrained cohesive soil types are defined as Normally Consolidated or Over-Consolidated (NC/OC). The Undrained Cohesion of NC cohesive soils is defined in a different way from the other types:9 H* " ------------------------------------------------------- | Typical soil types | Cohesion model |-------------------------------------------------------------------------|| NC cohesive | V.soft clay (Cu < 10kPa) | Strength/overburden || | | pressure ratio, Cu/p' || | | with depth ||------------------------------------------------------------------------|Y/* "_| OC cohesive | Soft/Firm/stiff clay | Absolute value of Cu || | | with optional linear || | | variation with depth |--------------------------------------------------------------------------V#H3 6F see also Soil properties\@ P㌵B Cohesion ratio of NC undrained soil, Cu/p' Drained or Undrained CohesionO1K &*Drained or Undrained soil typeH"*& DDrained or Undrained soil type(  Cohesive soils are defined as behaving in either a Drained or Undrained manner. Drained and Undrained analyses are applicable as follows:-*/ , ----------------------------- | Applicability |---------------------------------------------------|| Drained analysis | Medium / long term || | behaviour ||--------------------------------------------------|| Undrained analysis | Short / medium term || | behaviour |----------------------------------------------------2 2+  Drained soil The analysis of Drained cohesive soil is carried out in effective stress terms (pore pressures have time to reach equilibrium).(% , & Undrained soil The analysis of Undrained cohesive soil is carried out in total stress terms (there is insufficient time for pore pressures to reach equilibrium). Soil pressures in Undrained strata are calculated in Total stress terms.c;_( vCritical conditions for Drained and Undrained analysis.(  Soft and very soft clays tend to be weakest under undrained (short term) loading and gain strength with time. Stiff and very stiff clays tend to be strong under undrained (short term) loading and lose strength with time. It is important to check behaviour under all relevant conditions. The following table gives some indication of the likely critical conditions for soft and stiff clays._* " ------------------------------------------- | Undrained analysis | Drained analysis | | (Short term) | (Long term) |-------------------------------------------------------------------|| Soft / v. soft clay | Critical | --- ||------------------------------------------------------------------|| Stiff / v. stiff clay | --- | Critical |pI' --------------------------------------------------------------------J"( DDrained and undrained cohesion2 2g  For drained cohesive soils the drained cohesion, C' must be specified. For undrained cohesive soils the undrained cohesion, Cu must be specified.see also Soil propertiesB 1' OAngle of FrictionCO) "4,Angle of Friction, j9 4 6   Soil friction angleFor drained soils enter the drained friction angle appropriate to the type of analysis.Peak friction angle from triaxial or shear box tests. This should be used with caution and a suitable design factor of safety having regard to the post peak behaviour and the possibility of progressive failure especially in stiff clays.Critical state friction angle This may be used with a low factor of safety except where residual shear strengths may achieved on polished surfaces in stiff clays.O'  Residual friction angle This represents a reasonably conservative approach for use where large movements on polished slipped surfaces are expected or have already occurred.For undrained soils the friction angle is automatically set to zero.O1# (;-Drained and Undrained CohesionG!;& BDrained or Undrained Cohesion<w( (Drained cohesionn; (  For drained cohesive soils the drained cohesion, c' must be specified. The drained cohesion may be derived from drained triaxial tests or (more usually) undrained triaxial tests with pore pressure measurement. The latter are susceptible to error if the rate of testing is not sufficiently slow. High values of drained cohesion should be regarded with suspicion.>wK( , Undrained cohesion1  |'  For undrained cohesive soils the undrained cohesion, cu must be specified. Undrained cohesion values may be obtained from undrained triaxial tests or estimated from correlations with SPT values. For over-consolidated clay the following correlation may be used:-U K5 :@   Cu(kN/m) @ 4.5 x N| ) 3 where N is the SPT value. The following table gives an approximate indication of cohesion values in terms of the usual borehole log descriptions:-  , & -------------------------------- | Consistency | |------------------------------| | soft | firm | stiff |---------------------------------------------------|| | | | || Undrained shear | | | || strength, kN/m| | 20 - 40 | 40 - 75 | 75 - 150 || | | | |`9  ' r----------------------------------------------------O' M ( N Cohesion varying with depth (dC/dy)z  3 6 ]k For undrained cohesive soil the cohesion may be specified to vary linearly with depth according to the equation:-EM ? ( : C = Co + (Yo - Y).dC/dY '6 :e !  where Co is the cohesion at a datum elevation Yo and dC/dY is the rate of increase of cohesion with depth. A positive value of dC/dY indicates C increasing with depth.X'? 1 2N! See also Datum elev for cohesionc0'3 6` ]k  Cohesion varying linearly with depth K-2 42 Soil propertiesCp1 )p"HGround Water Level<-& ,Ground Water Level~Tp6C* " Ground water level (the main water tabl6C-e) is always defined in the data. In the absence of other pore pressure data, water pressures are calculated with respect to Ground water level (see User Manual Figure 4a). The pore pressure (expressed as the height of a column of water) at a point (A) on the slip surface, is assumed by the program to be equal to its depth (BA) below the water table.This assumption implies that the pore pressure distribution is hydrostatic and that equipotential lines are vertical. This assumption is not strictly correct as illustrated by the actual flow net. According to this the pore pressure at A is equal to AD, the vertical distance between A and C, where C is on the same equipotential as A. For most practical purposes the error is small and leads to slightly conservative estimates of the factor of safety.eE6 : Y coordinates of ground water level need only be specified at the first and last grid lines and at other grid lines there is a change of slope in the ground water level. For a submerged slope the ground water level is simply specified as being above ground level.If there is no water table (dry ground) the y coordinates should be given negative values below any possible slip surfaces.Submerged ground Submerged ground is modelled by simply defining a Water Table above ground level (see User Manual, Figure 5a). The water pressure on submerged ground is always calculated from the main Water Table.6CGj +  >߂ >E  ĀThe pressure of water acting on the ground surface is automatically taken into account by the program. Pore pressures on the slip surface are calculated by the program in the usual way.Perched water tables and artesian pressures are conveniently modelled by Piezometric SurfacesSee Editing GWL and piezometric surfaces for further details.see also Ground Water ConditionsR E"H2 4@L3Ӏ Grid Line CoordinatesEGgH1*gHH`KCopy soil properties>"HH& 0Copy soil propertieszgHPI1 2 - -Soil properties can be copied from one soil type to another. To copy the properties of soil type i to soil type jH`Ks ;T: - - *  - - * 1.Select the soil types tab2.Move the cursor to soil type i3.Type Ctrl+C or right click within the soil properties menu and select Copy. This copies the properties of soil type i to the SLOPE clipboard4Move the cursor to soil type j5.Type Ctrl+V or right click within the soil properties menu and select Paste. This pastes the properties of soil type j from the SLOPE clipboardJPIK1+KKJanbu's Simplified methodC`KK& :Janbu's Simplified methodk0KXO; Da  + Janbu's simplified method - Horizontal interslice forces This method (Janbu et al. 1956) is applicable to circular and non-circular slip surfaces. The assumed force distribution satisfies overall vertical and horizontal equilibrium but not moment equilibrium. This leads to errors in the calculated factor of safety. The errors are on the safe side, but can be of the order of 15%. The errors increase according to the ratio of depth to length of the slipped mass. For shallow slips the error is small. Janbu recommends that the calculated factor of safety be multiplied by a correction factor f(o) which is related to the depth/length ratio of the slip as shown in the User Manual,Figure 11. The true factor of safety is calculated by multiplying the printed result, F(calc) by a correction factor, f(o)&K~O# Q+XOO& V F(true) = f(o) x F(calc) e~OH `F zjO`K㢺see also Factor of Safety Analysis options and Earthquake forces Method of analysisGOπ1,πGrid of Circle Centres@& 4Grid of Circle Centres-π<i   w? 6'O  ѺA rectangular grid of centres is specified by giving the coordinates (x1, y1) of the corner of the grid, the grid spacing and the number of grid lines in the x and y directions.The grid increments must be positive and can take any value between 0.1 and 1000 units. The number of grid lines in each direction can have any value from 1 to 100.see also Extended Grid Option Radius Definition Circular slip surfacesI0 02 OmF# Slip surfacesB<ǃ1U-ǃ&Slip Surface Type;& *Slip Surface TypeBǃDc  Ѻ 㦒| w? 6'O Circular and non-circular slip surfaces can be analysed.Circular slip surfacesA group of circular slip surfaces can be analysed by defining a rectangular grid of centres. There is an option to let the program extend the grid of centres (at the same grid spacing) to find a minimum factor of safety.Each circular slip surface is defined by the x-y coordinates of the circle centre, and the radius of the circle, defined in one of the following ways:-f&| ƀ #So e; ]N  㽱wր OmFTwo and three part wedgesGroups of wedges can be analysed by defining a rectangular grid of wedge nodes. For each wedge node a number of different wedges can be analysed by specifying ranges of wedge angles and toe positions.General non-circular slip surfaces are specified individually by the usersee also Slip surfaces@Df1.fLSLOPE clipboard9&& &SLOPE clipboardf)  The SLOPE clipboard is used to copy and paste groups of data items e.g.soil or reinforcement properties etc.... The SLOPE clipboard is quite separate from the windows clipboard and has the following properties.w_H ^T: gU 1. There are separate clipboards for each type of data i.e. the copying of a soil type to to the SLOPE clipboard does not interfere with the copying of reinforcement properties.2.All data types can be Copied and Pasted using the standard windows keyboard shortcuts, Ctrl+C and Ctrl+V. Copy and Paste operations are also available via the Edit menu or the local popup menu by right clicking within the data area.3.Information on the SLOPE clipboard is not lost when a new data file is read from disk. Thus the SLOPE clipboard can be used to copy soil properties etc...(one at a time) from one data file to another.F( <Copying data between filesp_L7 < To import data to file A from file B:-1. Save and close file A.2. Open file B.3. Select the required item in file B, a soil type, surcharge etc...4. Copy the item to the SLOPE clipboard by typing Ctrl+C or right click and select Copy.5. Open file A6. Highlight the location where the item is to be pasted and type Ctrl+V or right click and select Paste.J1/َReinforcement DescriptionCLَ& :Reinforcement Description&# َ#\ yB  ỳ .㦲6".A text of up to 16 characters.Data base of reinforcement types.SLOPE includes a data base of reinforcement data. You can select a reinforcement type from the#L data base and insert its properties into the currently selected reinforcement type.Press F1 while editing the Reinforcement description or Tensile strength and select from the list of pre-defined types.See alsoReinforcement propertiesReinforcement geometry d22 4dB ЀReinforcement analysis and design options\+#10AJanbu's method - inclined interslice forces^8A& pJanbu's method - parallel inclined interslice forces(B RK ʦ [ This method is applicable to both circular and non-circular slip surfaces. Horizontal, vertical and moment equilibrium are satisfied for the slipped mass as a whole. When applied to circular slip surfaces the equations become identical to Spencer's method with parallel inclined interslice forces and the calculated factor of safety is the same.The benefits and limitations of this method are similar to those of Spencer's method with parallel inclined interslice forces. As before the method is capable of giving misleading results due to the interlock problem. The program prints a warning message if the calculated factor of safety is likely to be in error. &AN# d(A RF zj㢺see also Factor of Safety Analysis options and Earthquake forces Method of analysisV%NI11IRate of Change of Cohesion with DepthO)& RRate of Change of Cohesion with DepthwI9* $ For undrained cohesive soil the cohesion may be specified to vary linearly with depth according to the equation:-O)& R  C = Co + (Yo - Y).dC/dY 97 < !  where Co is the cohesion at a datum elevation Yo and dC/dY is the rate of increase of cohesion with depth. A positive value of dC/dY indicates C increasing with depth.If a non-zero value is entered for dC/dY the program requests a value for the parameter Yo.Variations in shear strength throughout the soil mass may also be described in one of the following ways by defining:- 1. Material zones (strata) with different strength parameters; or^'   2. Strength-overburden pressure ratio, Cu/p' for normally consolidated cohesive soils.GV1R2VReinforcement Geometry@& 4Reinforcement GeometryV- (The position of a layer of reinforcement is defined by its elevation, inclination to the horizontal and the x-coordinates of the ends of the layer. You may not define more than one layer of reinforcement at the same elevation. You should also avoid excessively close spacings of reinforcement layers as this could lead to an overestimate of pull-out resistance.Reinforcement layers may be entered in any sequence of elevations. The program automatically sorts them into vertical order.&# @ ~3r6Ё  c ^>rv ỳ ЀTopic summary Reinforcement ElevationReinforcement Inclination Reinforcement Length (X coordinates) Reinforcement Anchorage ConditionReinforcement Type Define a new Reinforcement Layersee also Reinforcement Properties Reinforcement analysis and design optionsC1S37Reinforcement Type=7& .Reinforcement Type + $W The reinforcement type refers to the reinforcement property types. Reinforcements of several different types and/or strengths may be combined in one analys7is design.#7 GF 㦲6# ~3r  6Ё   ỳ Ѐ see also Reinforcement GeometryReinforcement ElevationReinforcement Inclination Reinforcement Length (X coordinates) Reinforcement Anchorage Condition Reinforcement Properties Reinforcement analysis and design optionsV%8148f Surcharge Loads Applied to the GroundW1& bSurcharge loads applied to the ground surfaceU)8, &S Parts of the ground surface between specified pairs of x coordinates may be subjected to vertical and/or horizontal loads (see User Manual Figure 6a and 6b). It is assumed that the load extends indefinitely, perpendicular to the section being analysed.Sign convention for surcharge loads Vertical loads are positive when acting downwards. Horizontal loads are positive when acting in the positive x direction.A maximum of 60 separate loaded areas may be defined. Inclined loads are represented by a combination of vertical and horizontal loads.}5aH ^k vvSurcharge loads are taken into account in the program by adding their effect to the vertical stress, pv' which is used in equations 6.8 to 6.11 and as described in Appendix C. The calculation is based on elastic Boussinesq distributions with doubling of the calculated values to allow for the rigidity of the wall as suggested by Terzaghi (1954).Partial factors on surcharge loads Characteristic values of surcharge loads should be entered in the data. If a partial factor on surcharge loads is required, the partial factor is entered separately.9 @㫇F Surcharge loads may be defined as either Line loads or Distributed loadsThe following parameters define a surcharge:eaJ dT:O 㫇F ӺSurcharge positionSurcharge type - Line load or Distributed loadSurcharge Magnitudegf 6 < zj see also the Factor of Safety options for calculation of Factor of Safety on surcharge loadsF 15  R Swedish Circle methodL&f  & LSwedish Circle method (Fellenius)^  B R  @vA& 0Extended Grid Option8A~CI ` 㦒|  6'O There is an option to let the program extend the grid of centres (at the same grid spacing) to find a minimum factor of safety. The grid is extended near the current minimum by adding whole rows and columns to the grid.If there is more than one minimum the program may only find a local minimum. The choice of the initial grid is important in finding the overall minimum.see also Grid of Circle Centres Radius Definition {:vACA Rt Ѻ OmF# Circular slip surfaces Slip surfacesG~C@D19@DDGCircular slip surfaces@CD& 4Circular slip surfaces8@DGZ q 㦒| w? 6'O Circular slip surfacesThese are suitable for a wide range of situations where there are no severe discontinuities which might force the slip surface to be non-circular. A group of circular slip surfaces can be analysed by defining a rectangular grid of centres. There is an option to let the program extend the grid of centres (at the same grid spacing) to find a minimum factor of safety.Each circular slip surface is defined by the x-y coordinates of the circle centre, and the radius of the circle, defined in one of the following ways:-DGa  㦒| w? 6'O OmFsee also Grid of Circle Centres Extended Grid Option Radius Definition Slip surfacesIG>H1:>HHStrata Profile - editingBGH& 8Strata Profile - editing`>HK> J    The link between the tabulated coordinates and the graphical displayTo help you navigate round the strata profile there are useful prompts. When the tabulated data has focus, the current coordinate position is indicated on the graphical display by a dark blue square. When the graphical display has focus, the current coordinate position is highlighted on the tabulated data.Sequence of strataThe new elevation (y coordinate) of a stratum cannot lie above or below its neighbours. If you want to change the strata sequence, delete a stratum and insert a new stratum at the required elevation.WHuMo  w  V\  b!ʳ b!ʳ New strata and Grid lines can be added and old ones deleted Editing X coordinates of grid linesRemember the Grid Lines are used to define both the strata and the water pressure profiles. Any changes to the Grid Line coordinates will affect the water pressure profiles as well.Editing Y coordinates of strataCoordinate values can be edited either by entering a new value in the tabulated data or by clicking and dragging a point on the graphical display. WK O? LPH  A[ a) via the tabulated data Select a cell in the table of coordinates and enter a new value. The effect on neighbouring coordinates in the same stratum will depend on the current setting of the Y coordinate Interpolation Mode . There will be occasions when attempting to edit a Y coordinate will be greeted with the response. yMuMO, (PH Cannot change this Y coordinate,it is trapped between coincident strata OW |CPH 㱖. 㱖. A[  If you wish to move the selecOGted stratum up or down then you first have to move the strata above or below it. The easiest way to do this is via the GUI which will move a group of coincident strata points simultaneously.b) via the Graphical User Interface (GUI) Click and drag the point to be moved. If two strata coincide at the selected point then both points will be moved together. The graphical display will change continuously but the tabulated data will only be updated when the mouse button is released. Intepolated coordinates will be adjusted automatically regardless of current the setting of the Y coordinate Interpolation Mode4Om  8ހ#   0V\" w Unwanted kinks and bumps in the strata (or ground water) profile can be removed by Interpolation at current Y-coordinate Adjustments to General Non-circular slip surface Changes to ground level coordinates are automatically reflected in adjustmenst to an to a General Non-circular slip surface so that the end points of the slip surface remain at Ground Level.see also Adding/Deleting a grid lineAdding/Deleting a stratumh .| 00ny".L3Ӏ" A[Strata profile topic summaryStrata profile - definitions Grid LinesY coordinate Interpolation ModeM1;>Minimum Reinforcement LengthF >& @Minimum Reinforcement Lengthz+ & This is an optional parameter for the user to impose a minimum reinforcement length to comply with his design code.>R tF /Ѐ 㦲6 ỳsee also Reinforcement analysis and design options Reinforcement geometry Reinforcement propertiesI1<?Minimum number of slicesB?& 8Minimum number of sliceso-B R[  L3Ӏ A value of N = 12 is suitable for most circular arc problems. A value of N = 8 is adequate ecommended for two part wedge analysis.Subdivision of slices for analysisThe grid lines are the basis for the division into slices for the analysis. If surcharge loads are specified the program automatically inserts slice boundaries at the edges of loaded areas.The fineness of the subdivisions is controlled by a parameter N, the 'minimum number of slices', defined by the user. For each slip surface the program makes the subdivision as follows:-S?65 8   1.The program calculates the horizontal distance D between the ends of the slip surface. 2.It calculates the 'minimum slice width' d, where d = D/N 3.It examines each of the slices defined by the grid lines and loaded areas and subdivides them as necessary so that the length of the base of each slice is less than d.I6 <F zjsee also Factor of Safety Analysis options and Earthquake forcesM61 =VPartial FoS on soil strengthT.V& \Partial Factors of Safety on Soil StrengthF2 2) 1 You can specify separate partial factors on the components of soil strength, Undrained cohesion, Drained cohesion and Friction. The different partial factors may represent varying degrees of confidence in the values of the different parameters.The partial factor of safety on soil friction is applied to tanf Values of partial factors on (characteristic) soil strength generally lie between 1.0 and 1.5 depending on the type of strength parameters used e.g. Peak strengths, Residual strengths or Critical state strengths.Vo0 ./ 1 The program divides all values of Cohesion and taonf, by the given partial factor of safety before commencing the analysis or design.see also \= JFc zjPartial Factors of SafetyFactor of Safety Analysis options and Earthquake forcesJoR1>RxCreate a Piezometric GridC& :Create a Piezometric Grid RG \ 2t If no piezometric grid is defined then select the Piezo Grid tab on the main edit screen and then click on the cell labeled "Click here to create a piezometric grid". SLOPE will automatically create a 4 x 4 grid in the middle of the graphical display with a piezometric elevation determined according to the existing water pressure distributionYou can now add rows and colums of grid points to define the pattern of pore pressure.xS t Ā.b;" 2t see also Ground Water Conditions Piezometric Grid Define a new Row or Column in the piezometric grid.?1?bOutput Options8x& $Output Optionss@b3 6 㘔see Factor of Safety selection and tabulation optionsD1@Installation errors=b& .Installation errorsC TU X 픞̀ In the case of a failed or unsuccessful installation please follow the link at Trouble shooting or contact Geosolve, reporting all error messages in full.B1AMNo help available;M& *No help availablez9 BU%Sorry - there is no help available on this topic. Please use the help index (Alt+H) or go to the Contents PageV%MV1oBVDemonstration version warning messageO)& RDemonstration version warning messageV, & This is a limited operation Demonstration version of SLOPE. It performs all data input, editing and plotting but cannot carry out any analysis.However the files distributed with this Demonstration program include Data files and their corresponding Output files. You should use the "Plot" and "View Results" options to see some typical output.Geosolve hopes to be able to provide fully working demo's via the WWW in due course. Please contact Geosolve for further information.&# s2 4 Contact:Dr Daniel BorinTel 0044 20 8674 7251GeosolveFax 0044 20 8674 9685e-mailsupport@geosolve.co.ukc<' x Please visit our web site at http://www.geosolve.co.ukF)1aC)nVersion compatibilityEn& >SLOPE version compatibility&)# nT+ $+ SLOPE Version 12 (and 12R) has been designed to provide a high degree of compatibility with its predecessors, version 9 and 9R at many levels:-%y: BT: GI* 1.Version 9 data files can be read and processed by Version 12.2.The definition and usage of all engineering parameters is preserved in version 12. There are two additional parameters (i) Direction of failure during load factor calculation When calculating factors of safety on surcharge loading you must now specify the direction of failure i.e. Left to right or Right to left. This avoids any possible ambiguity about the type of failure mechanism e.g. active or passive.QT= HT: 2T  (ii) Minimum permitted enclosed angle in 2 or 3 part wedges. y This option permits the user to avoid considering implausible slip surfaces with small enclosed angles between the parts of the wedge.3. The methods of calculation are identical.4. The formatting of printed data and results is preserved virtually unchanged.y( 1 To summarise, you should be able to read and process your version 9 and 9R data files and obtain virtually identical output using SLOPE version 12.I1GD^tUninstalling the programB^& 8Uninstalling the programt1 0At the Windows desktop click Start | Programs | SLOPE and select uninstall SLOPE.If the installation is software protected then you will need the original diskette (1 of 2) present to recover the copy protetcion token.M^1tEKBeginners guideHelpOnTop ()9t& &Beginners guide%L f Q   Please read the Current release notes and the release notes for SLOPE version 12.01 (and 12R.01)The following sequence of steps will familiarise you with the basic operations of SLOPE:-Preliminaries/N? LT: 1.Using Windows explorer create a folder called MyData (or other suitable name) 2.Copy the demonstration data files DEMO??.DAT from the SLOPE folder to your data folder.3.Run SLOPE and after the opening screen press Ctrl+O or select File | Open from the main menu.4Use the Open file dialog box to select MyData as your current data folder5.Select DEMO1.DAT.6. Note the graphical display in the bottom right corner which shows the slope profile, water table and surcharges.- (T: 7Use the "plus" and "minus" buttons in the corner of the graphic box to increase and decrease the size of the graphics box.FNB' > Edit the data using the GUIG  < FT: "8Move the mouse cursor to an empty part of the data plot. Click and drag (a dashed rectangle indicates the selected area) to select an area of the plot for detailed viewing. Observe the plot redrawn showing the selected area9Move the mouse cursor to a point on one of the strata. Find a point where the mouse cursor changes to a double-ended vertical arrow then click and drag to move the position of that stratum data point.Observe the tabulated data display change to show the modified Strata Profile. You will have noticed that you are only able to drag profile data points within the limits of the strata above and below the stratum being edited. If you select a data point representing two or more coincident strata then all the strata are dragged together.aBDZ T:  " Note that you were only able to adjust the Y-coordinate of the selected data point. To adjust both X and Y coordinates of a data point you must hold down the Shift key while clicking and dragging.10Hold down the Shift key and move the mouse cursor to a point on one of the strata. Find a point where the mouse cursor changes to a pointing hand then click and drag to move the position of that stratum data point. Observe that you can now adjust both X and Y coordinates of the selected point. The tabulated data changes accordingly. Ground water profiles are edited in the same way.K + &@ Interpolation display modeAD@Q pT:  11Type Alt+Y to change the tabulated display of strata coordinates so that all coordinates are now displayed (Interpolation Off). Type Alt+Y again to revert to the partial display (Interpolation On).Interpolation On (interpolated coordinate values hidden)When a stratum (@tor ground water coordinate) is changed, all interpolated values are changed automatically so that straight line segments of the profile remain straight.Interpolation Off (all coordinate values shown)A, &T: When a stratum (or ground water coordinate) is changed, adjacent interpolated values are left unchanged. Segments of the profile which previously were straight may now have developed local kinks.R'@$B+ &N More about the graphical display g5AC2 2kT: 12Observe the hints (yellow) which appear when the cursor is over a data item.13Type Alt+C to see the strata profile with colour shading.14Double click anywhere on the data plot to restore the view of the complete slope section.15Right click anywhere on the data plot to see the popup menu options.:$BC( $ Undo and RedotCgD. ,T: 16Type Ctrl+Z or click the Undo button to undo the edits one step at a time.17Type Ctrl+R to Redo the edits J#CD' F Save, Analyse and View results |gDG_ T: 18Select File | Save As and save the data as Demo9.dat and note the Data last modified time change to the current date and time.19Click on Analyse or type Alt+A to enter analysis mode.20Allow the analysis to finish normally and then view the output for successive common points by pressing Alt+Right. Observe the tabulated results and the graphics change as you move through the common points.21The factors of safety at grid points are colour coded from red (most critical) through yellow to green (safest). You can customize the colour coding by clicking on the (pale blue) Edit Fos selection options button.&DIT vT: 22As the cursor moves over a grid point, the local Factor Safety and the coordinates are displayed bottom left of the graphics box. To view detailed results for the current grid point, right click and choose "View FoS details for Circle centre at X = , Y = "23Click the Report button or Type Alt+T to create and print a report or Alternatively Use the copy and paste facilities to copy data and results to a separate (Word) document:-X,G K, &YT: Display the Summary results - select the tabulated text by typing Ctrl+A - copy it to the windows clipboard using Ctrl+C - paste it into the Word document. Now click on the summary graphics - copy the graphics to the windows clipboard using Ctrl+C - paste the graphics into the Word document. gIK8 @+\  Before going on to explore further you might like to read the General rules for data entry.E KK1FK,LnProgram installation>K,L& 0Program installation&KRL#  ,L]NK d   Full installation instructions can be downloaded from the Geosolve website at www.geosolve.co.uk/faq.htmRun the Setup program on Disk 1 of 2The Install Wizard examines your computer for existing SLOPE installations and makes appropriate suggestions about where to store this version.If your license permits Network installation then the Install Wizard will handle that appropriately.Copy protection is available in two forms:RLn0 . 1) Disk based protection - a token placed on your hard disk or server. The Install Wizard takes care of this. Do not move the installation to another folder using Windows Explorer; the token will no longer function. Use the Install Wizard to move the software.2) Hardware key protection - a key plugged into the USB or Parallel port. You can install the softwar]NnKe on more than one machine but it will only run on the machine with the hardware key plugged in.D]N1G_System requirements=n& .System requirementsp5_; FjH^cMemory requirementsDisk Space Requirements@1;H؁Hot key summary9_؁& &Hot key summarysIK* $This is a summary of all the shortcut keystrokes available in SLOPEZ؁W ~i fu *  l F1Context sensitive helpCtrl+CCopy Data / Results to clipboard JK  Ti +\ hʀ 㐈 ͞w IUK *  +\ ͞w +} +}Ctrl+MView memory usageCtrl+NNew data itemCtrl+OOpen fileCtrl+PPrintCtrl+RRedoCtrl+SSaveCtrl+VPaste data itemCtrl+XDeleteCtrl+Yreserved as alternative to Ctrl+RCtrl+ZUndoCtrl+TabNext block (data or results)Shift+Ctrl+TabPrevious block (data or results))2& iF J ri & A   ;ـ & +} d.) } DATA ERROR - ALL CIRCLES WERE TOO LARGE OR TOO SMALL. The specified centres and radii did not form any valid slip surfaces (see Section9.1).CIRCLE NOT ANALYSED - CENTRE LIES BELOW EXIT POINT. Such circles are not kinematically plausible and are therefore not analysed.NO VALID WEDGES For the given wedge node, none of the wedge angles and exit points produced a valid 2 or 3 part wedge. This message appears only when Standard Output has been selected and the program does therefore not give separate output for each trial wedge associated with this wedge node.p- ( WEDGE NODE ABOVE GROUND LEVEL. WEDGE NODE OUTSIDE SECTION. WEDGE NODE AT SAME X COORD AS EXIT POINT. NO WEDGE INTERSECTION. CONCAVE WEDGE INTERSECTION. TOE WEDGE ABOVE GL. X COORDS OUT OF SEQUENCE. INTERNAL ANGLE TOO SMALL. The above messages all indicate that a particular set of wedge angles and exit point did not yield a valid wedge. These messages appear only when Extra Output has been selected and the program gives separate output for each trial wedge.qv'  FACTOR OF SAFETY WAS GREATER THAN 1000. Larger values are not reported. NEGATIVE EFFECTIVE STRESS ON BASE OF SLICE NO. nnn The calculated effective stress normal to the base of the given slice is less than zero and this would give rise to the calculation of a corresponding negative value of shear resistance in accordance with Equation 6.1. Such negative values of shear resistance are automatically reset to zero by the program since Equation 6.1 only applies when the result is positive. This problem usually arises due to excessively high pore pressures on the base of the slice. However it can also occur locally when using analysis methods Nos.3 or 5 (inclined interslice forces) if there are excessively rapid lateral changes of pore pressure across individual slices. The data should be examined to see if the problem has been defined in a reasonable way.4* ") LOAD FACTOR NOT FOUND or CONVERGENCE FAILURE IN LOAD FACTOR CALCULATION Cannot calculate a factor of safety on surcharge loads for this slip surface. Try different values for the given surcharges i.e.scale them all up or down.CONVERGENCE FAILURE IN FACTOR OF SAFETY CALC. The required degree of convergence has not been reached after 60 iterations. The factors of safety in the last 10 iterations are listed.The methods of analysis with parallel inclined interslice forces are vulnerable to this problem as it is not always possible to find a force inclination which satisfies all the conditions of equilibrium. Use a simpler method of analysis.v* "[ INTERLOCK PROBLEM The force distribution in one or more slices suffers from the interlock condition described in Section 10.1.4. The affected slices are lis4ted as follows:- (1+Tan(alpha).Tan(phi)/F) = xxxx in slice nnwhere alpha is the inclination to the horizontal of the base of the slice, phi is the angle of friction on the base of the slice and F is the factor of safety. The message is printed for all slices in which xxxx is less than 0.5 . The calculated factor of safety may be grossly in error when xxxx is very close to zero. Check the force distribution in the affected slices to see if it is having a disproportionate effect on the factor of safety.N4e5 83  NETT OVERTURNING MOMENT IS SMALL COMPARED WITH TOTAL SOIL WEIGHT OR SURCHARGE LOADS. The nett overturning moment is the difference of two large quantities and may therefore be in error. The true factor of safety is probably quite large anyway but the calculated value should be treated with caution.Messages during designNO REINFORCEMENT REQUIRED The slope has the required factor of safety without any reinforcement.VERTICAL SPACING OF REINFORCEMENT LAYERS IS LESS THAN THE SPECIFIED MINIMUM. USE STRONGER REINFORCEMENT. ", & The given reinforcement strength(s) lead to an excessive number of reinforcement layers at close spacings.BASE LAYER OF REINFORCEMENT TOO LONG OR DID NOT INTERSECT GL. The specified base layer is inappropriately placed.NO POINT IN EXTENDING THIS LAYER. This usually arises in cases where the reinforcement is specified as anchored rather than wrapped around. It may be necessary to make some manual adjustment to the upper few layers of reinforcement.THE LAYER OF REINFORCEMENT AT ELEVATION yyyy HAS BEEN EXTENDED AS FAR AS THE OTHER SIDE OF THE SLOPE AND HAS STILL NOT MOBILISED A PULL-OUT RESISTANCE EQUAL TO THE TENSILE STRENGTH OF THE REINFORCEMENT. DO YOU WANT THIS LAYER (AND OTHERS IN THE SAME CONDITION) TO BE ANCHORED AT THEIR FAR END? _7e ( o The usual answer to this question is "yes". If you answer "no" the design is likely to be incomplete (i.e. unstable).This situation is most likely to arise in a narrow embankment where stability can only be achieved by layers of reinforcement running the full width of the embankment, anchored or wrapped around at both faces.REINFORCEMENT LENGTHS RATIONALISED You have specified Parallel or Vertical truncation in the design options. The lengths of reinforcement required for stability have now been adjusted to make a more practical installation arrangement.' 2 2  CANNOT DESIGN MORE THAN nnn LAYERS OF REINFORCEMENT The usual limit is 80 layers. Larger versions of the program can be created by special arrangement.Spacing of reinforcement layersIf the base layers are very close together you should consider defining some additional stronger types of reinforcement to achieve more uniform spacing. If all layers are at their maximum spacing you should consider defining some additional weaker types of reinforcement to achieve a more economical design.o 1 0  The more comprehensive the range of reinforcement strengths defined in the reinforcement properties section, the more economical will be the resulting design.Back-analysis of the design to check overall FoSThe file (mydata_RSD.DAT) containing the designed reinforcement can be back-analysed and checked immediately for overall factor of safety.. The program carries out a 2 part wedge analysis using the automatic wedge generation option. You may well find that the minimum factor of safety calculated during this back-analysis falls marginally (typically 3% to 5%) below the Overall FoS specified for the design.b: @( u This failure to achieve the specified design criterion can be overcome at the design stage by specifying a marginally higher design FoS than is actually required. A 5% margin is recommended. Thus if you want to achieve an overall FoS of 1.10 then your design data should specify an Overall Design @FoS of 1.15.@[@1L[@@@Design criteria9@@& &Design criteria`-[@@3 6ZSorry - this topic is not complete. E@9A1M9AwAIHints on using SLOPE>@wA& 0Hints on using SLOPE9AMD* "Y CHOICE OF CIRCULAR OR NON-CIRCULAR SLIP SURFACE Most slope stability and earth pressure problems can be analysed satisfactorily assuming that the critical failure surface is circular. For example the passive failure of a wall in a frictional material is traditionally analysed using a failure surface which is a log spiral. However, the critical spiral can usually be represented by a circle which gives an almost identical factor of safety.Non-circular slip surfaces are usually associated with situations where the soil strength or pore pressure conditions are highly inhomogeneous e.g. high pore pressures in a permeable stratum overlain by clay (see User Manual Figure 9a)._8wAG' q FINDING THE CRITICAL SLIP SURFACE In some problems (see Figure 9b) there can be two distinct modes of failure. A typical case is that of an embankment on soft ground with stabilising berms. In this case it is important to check overall stability and also the stability of each part of the embankment. Refer to Section 9.1.2 for a discussion of the relative merits of the different ways of defining circular slip surfaces.WATER FILLED TENSION CRACKS There is no simple way of allowing for the effect of a water filled tension crack and this can only be modelled by giving the position of the crack explicitly in the data (see User Manual Figure 10a). The water level should then be set at ground level as shown and the slip surface must pass through the toe of the crack (use the common point facility - Section 9.1.3).{MDPI)  ANCHOR FORCES Anchor forces which apply a load to the ground surface may be modelled by specifying surface pressures of high intensity over a small area. Inclined forces are represented by their appropriate horizontal and vertical components. It is up to the engineer to ensure that the anchors are designed with their fixed anchor length outside any possible slip surface.XGI9 B B The following topics may be of interest:-How to model tension cracks Tension ; PIJ1NJPJNReferences4IPJ& ReferencesHJLC T Bishop, A.W. (1955) The use of the slip circle in the stability analysis of earth slopes. Geotechnique Vol.5 pp.7-17.Bjerrum, L. (1973) Problems of soil mechanics and construction on soft clays. State of the art report. Proc.8th Int.Conf.SMFE.Draft British Standard, B.S.8006. Code of practice for strengthened / reinforced soils and other fills. Document number D.C. 91/14831. British Standards Institution 1991.Janbu, N., L.Bjerrum and B.Kjaernsli (1956) Stability calculations for fillings, cuts and natural slopes. Norwegian Geotechnical Institute. Publ.No.16.B PJN6 : Spencer, E. (1967) A method of analysis of the stability of embankments ensuring parallel interslice forces. Geotechnique Vol.17 pp.11-26.Whitman, R.V. and W.A.Bailey (1967) Use of computers for slope stability analysis. Proc. ASCE, Vol.93 SM4. pp.475-498.?L\N1O\NNeOError messages8NN& $Error messages|\NeOU z$ǀ1CߔvInstallation errorsData errors and warningsAnalysis error messagesDemonstration version warning messagePNO1r PO +Earthquake acceleration factorsI#eO & FEarthquake acceleration factorsO eOT*O`* "U For non-earthquake conditions enter zero for both the horizontal and vertical acceleration coefficients.Earthquake (Seismic) forces are modelled in a quasi-static manner by defining horizontal and vertical acceleration coefficients Eh and Ev such that the soil mass is subjected to additional horizontal and vertical accelerations Eh.g and Ev.g where g is the acceleration due to gravity. A positive value of horizontal acceleration is assumed to act in the direction which will decrease stability. A positive vertical acceleration acts downwards.^- 1 0[  Effect of earthquake force on surchargesApplied vertical surcharge loads are assumed to be affected by the vertical component of acceleration and are increased or decreased according to whether the vertical acceleration coefficient is positive or negative (in the same way as the soil mass)The program makes no allowance for the horizontal force on the slipped mass, due to the horizontal acceleration of surcharge masses which have been represented by vertical surcharge loads. The horizontal acceleration of surcharge masses can be modelled by:-yC`76 : (a) Representing the surcharges by soil strata of appropriate shape and density. This method takes care of both the vertical and horizontal accelerations of the surcharge but assumes that the surcharge is subject to the same accelerations as the soil i.e. a magnification factor of unity.or (b) Specifying additional horizontal surcharge loads of appropriate magnitude. Note that the horizontal surcharge load will be assumed to act at ground level whereas the force due to a real surcharge would in general act at some distance above ground level.M'& N  itive upwards on the passive side.(7% I+6 <F zjsee also Factor of Safety Analysis options and Earthquake forcesHs1QspDisk Space RequirementsA+& 6Disk Space RequirementsnCs"+ & Disk space requirements for SLOPE version 12 are as follows:Q6 : Disk space Program files 4Mb Each data file 30kb Output files (.BIN) 25kb to 100kb per analysis Output files (.OUT) 5kb to 20kb per analysis Report files (.RTF) 20kb text 70kb per monochrome graphic 1.5Mb per colour graphic"p% E Report files containing colour graphics are very large.You are responsible for removing old or unwanted files which will otherwise occupy valuable disk space.N1SR'Colour shading of soil strataG!p& BColour shading of soil strata"'D V " By default the soil strata are not colour shaded. Choose View | Plot options | Colour shading or click the button to toggle colour shading of soil strata on and off. There is no choice of colour scheme.W&~1S~΍Initial Radius and Increment of RadiusP*'΍& TInitial Radius and Increment of Radius~F ZY a=; 1G This method of defining the radii of circles is usually very inefficient and results in the analysis of a large number of circles which are well outside the area of interest.Note: This method of specifying radii should only be used for analysing circles of known radius.When trying to locate critical slip circles you are strongly advised to define the radii using the Common Point or Common Tangent method.The Common Point method is particularly powerful as it allows you to΍' specify a series of equally spaced common points through which the circles must pass e.g. Near the toe of a slope, Near the crest of the slope or Near the heel of a footing or embedded wall,΍; D 2 2 HOWEVER if you insist on using the Initial Radius and Increment of Radius method of defining radii, here are the details:Initial radius and increment of radius A range of radii may be analysed by specifying an initial radius R1 and an increment of radius R. For each centre the program then analyses circles of radius R1, R1+DR, R1+2DR etc.Circles of small radius which do not intersect ground level are ignored by the program and therefore R1 may conveniently be set to zero.)!t k 2  a=; 1G 6'O 㦒| For each centre the largest radius of circle which is analysed is determined by the requirement that the circle must intersect ground level at both ends within the x coordinate limits of the section.If the value of DR is given as zero, then for each centre the program analyses one circle of radius R1.see also Common point Common tangent Radius Definition Grid of Circle Centres bU z w?  Ѻ OmF# Extended Grid Option Circular slip surfaces Slip surfaces9!1TCNotation2 C& NotationWM h  f(soil) = Partial factor of safety on soil strength f(tens) = Partial factor of safety on tensile strength of reinforcement f(pull) = Partial factor of safety on pull-out resistance f(slide) = Partial factor of safety on direct sliding resistance f(load) = Partial factor of safety on surcharge loads f(des) = Overall design factor of safety on soil and reinforcement (design mode only)bBackfill anglegUnit weight of soil0Ct ygwUnit weight of waterdAngle of wall frictionfAngle of soil frictionnPoisson's RatioqInclination of strut or anchor to the horizontalcuUndrained shear strength of cohesive soilc'Drained shear strength of cohesive soilDEquivalent footing width for calculation of coefficient of horizontal subgrade reactionEuYoung's modulus of cohesive soil (undrained)E'Young's modulus of cohesive soil (drained) Wn eEw, IwBending stiffness of retaining wallFpFactor of safety on passive for calculating wall depthFtFactor of safety on passive for calculating tie forceKa , KacActive earth pressure coefficientsKp , KpcPassive earth pressure coefficientsKoAt rest earth pressure coefficientkhCoefficient of horizontal subgrade reactionLNon-linear modulus parameterpv , phVertical and horizontal total stressTa p'v , p'hVertical and horizontal effective stressDpIncremental wall pressurePeqAdditional active force due to earthquake accelerationuWater pressurexWall displacementDxIncremental wall displacementyElevationD?1~U?|Memory requirements=|& .Memory requirementsM&?' L SLOPE requires about 10Mb of RAM.= |1GV<NData listing6<&  Data listingN4 6 This is a complete listing of the input data. This item can be viewed even when no analysis has been done and there are no results to view. <NType Alt+N or choose View | Data Listing from the main menu.H<1 W Interaction coefficientT.N& \Soil-Reinforcement Interaction coefficient)S t11Interaction coefficient - sheet/grid reinforcementAdhesion and friction between soil and reinforcement are expressed as a proportion, a(int) of local soil strength. a(int) must be in the range zero to unity. The same coefficient is used by the program for calculating both Pull-out and Direct Sliding resistance.The available (factored) pull-out resistance of a reinforcement is given by:P(reinf)= 2.A(reinf) .(s' v .tan f + c ).a(int) /f(pull).f k1111The factor, 2, takes account of the two sides of the reinforcement layer.The available (factored) sliding resistance t(slide) is given by:t(slide) = (s' v .tan f + c ).a(int)/f(slide)Where A(reinf)= Plan area of reinforcement embedded outside the slipping mass.s' v = Vertical effective stress on the reinforcement layer c = Soil cohesion tan f = Soil friction a(int) = Interaction coefficient M{H ^ f(pull)= Partial factor of safety on pull-out resistance f(slide)= Partial factor of safety on direct slidingInteraction coefficient - strip reinforcement Adhesion and friction between soil and reinforcement are expressed as a proportion, a(int) of local soil strength. a(int) must be in the range zero to unity. The same coefficient is used by the program for calculating both Pull-out and Direct Sliding resistance.The available (factored) pull-out resistance of a reinforcement is given by:.  1111 P(reinf) = 2.A(reinf) .(s' va .tan f + c ).a(int) /f(pull) The available (factored) sliding resistance t(slide) is given by:t(avge) = S.t(slide) + (1-S).t(soil)and t(slide) is obtained from:t(slide) = (s' v .tan f + c ).a(int) /f(slide)All definitions are as given previously for sheet/grid reinforcementInteraction coefficient - Soil Nails+{ I `      Adhesion and friction between soil and reinforcement are expressed as a proportion, (int) of local soil strength. (int) must be in the range zero to unity. The same coefficient is used by the program for calculating both Pull-out and Direct Sliding resistance.The available (factored) pull-out resistance of a reinforcement is given by:P(nail) = p.D(nail).L(nail).a(int) (s'v .tan f + c)/f(pull)The available (factored) sliding resistance t(slide) is given by:>  h          .t(avge) = S.t(slide) + (1-S).t(soil)and t(slide) is obtained from:t(slide) = (s'v .tan f + c ).a(int) /f(slide)All definitions are as given previously for sheet/grid reinforcement.y  X B ỳ .㦲6". ЀSee alsoReinforcement propertiesReinforcement geometry Reinforcement analysis and design optionsB  1X FEInterlock problem; F& *Interlock problemI @= H ޒ 2 As pointed out by Bishop (1955), there is a variety of force distributions which will satisfy the conditions of equilibrium. In most cases the assumption of horizontal or parallel inclined interslice forces is reasonable and leads to sensible results. However, in the case illustrated in Figure 8a (see User Manual), it is clear that such an assumption is not reasonable. ThF@ e problem - known as the interlock problem - arises at the toe of the slope because of the deep slip which emerges at a steep angle E, and because of the high mobilised angle of friction f(m), where:b/F:A3 6^ 1 1 tanf(m) = tanf/F......................|@C* " Thus the direction of the resultant force R on the base of the slice may be almost horizontal or even pointing downwards. In order to satisfy vertical equilibrium of this slice the interslice force X must point upwards as shown in Figure 8b. This direction is not consistent with the assumption of either horizontal or parallel inclined interslice forces.The real contribution to stability of a frictional soil at the toe of a deep seated slip is small. Thus for practical purposes the interlock problem can be avoided without serious error by replacing the frictional property of this material with a small equivalent cohesion. :AE ހ;F 㘔GLL* $( Topic summary 3LNg F㢺[ 7`m2tMethod of analysisInterlock problem Interslice friction/adhesion factor Calculate Factor of Safety on Soil Strength or Surcharge LoadsSearch for Minimum or Maximum Load Factork;LN0 0v GI*Direction of failure during Load Factor calculationaN-OH `F碀c 6Minimum number of slicesPartial Factors of SafetyEarthquake acceleration factorsUN F \ Ѐ  OmFSee also Reinforcement analysis and design options Slip surfaces-O Ko>-O{1| [{.Calculate Factor of Safety on Soil Strength or Surcharge LoadshB & Calculate Factor of Safety on Soil Strength or Surcharge Loads{D V The program offers two different ways of calculating factors of safety. Calculate Factor of Safety on Soill strengthCalculate Factor of Safety on Surcharge loads Factor of Safety on soil strength is the usual option. Factor of Safety on Surcharge loads is for assessing the critical magnitude of an applied load, either maximum or minimum.Calculate Factors of Safety on soil strength * " 1 For most problems of slope stability it is usual to calculate a factor of safety on the shear strength of the soil. The calculated factor of safety, F, is defined as the factor by which all the soil strengths (and reinforcement strengths, if applicable) must be divided to bring the soil mass into a state of limiting equilibrium. The same factor is applied simultaneously to both cohesion and tanf for all the soil strata and all reinforcement interaction and tensile strengths. = H  GI*Calculate Factors of Safety on applied surcharge loadsFor certain problems such as bearing capacity and earth pressure calculations it is required to know the magnitude of the applied forces which will cause failure. In these cases the calculated factor of safety F, is defined as the factor by which all the surcharge loads must be multiplied to bring the soil into a state of limiting equilibrium.Direction of failure during Load Factor calculation_#|< FG tSLOPE version 12 introduces an additional parameter when calculating Factors of Safety on applied surcharge loads. When calculating factors of safety on surcharge loading you must specify the direction of failure i.e. Left to right or Right to left. This avoids any possible ambiguity about the type of failure mechanism e.g. active or passive.Search for Minimum or Maximum Load FactorWhen calculating Factors of Safety on applied surcharge loads the program needs to know whether to search for a minimum or maximum factor of safety.o.C TpbπzjPartial factor of safety on soil strength during load factor calculationA fixed margin of safety with respect to soil strength is achieved by specifying a "Partial factor of safety on soil strength". Equilibrium is established by balancing factored loads against factored soil strengthssee also Factor of Safety Analysis options and Earthquake forcesT#|1 \ҋUpgrading from SLOPE version 7 or 8P*.ҋ& TUpgrading from SLOPE version 7 or 8 }u&  If you are upgrading from SLOPE version 7 or 8 you should read these notes which give details of some important changes:-Z0ҋό* $` 瀀3SLOPE versions 7 and 8 - DATA CONVERSIONu2 2k 瀀454Data created by older versions of SLOPE can be read and analysed by SLOPE version 12. When reading old data files the following default settings will apply. These default settings will not be applied again once the data has been stored under SLOPE version 12.Soil TypesCohesive/Cohesionless, Drained/Undrained and Normally/Over-consolidated (NC/OC) soil types are now defined explicitly. Existing data is interpreted as follows:0ό- *V]g&, &+-----------------------------------------------------+ Old data values Default parameter settings for SLOPE version 12 +------------.------+---------------------------------- Cohesion = 0 Cohesionless Drained OC +------------------+-------------+-----------+--------%=- ( Friction > 0 Cohesion > 0 Cohesive Drained OC +------------------+-------------+-----------+-------- Friction = 0 &c, & Cohesion > 0 Cohesive Undrained OC +------------------+-------------+-----------+-------- Friction = 0 Cu/p' ratio Cohesive Undrained NC +-----------------------------------------------------+&=# Cc@ P 瀜V[] aB4 6 瀀5454Partial factors on soil strengthThe new separate partial factors on friction and cohesion are set equal to any existing partial factor on soil strength.Reinforcement descriptionThe new reinforcement property "Reinforcement description"is initialised as blank.KY1 ]Y{F1 Context sensitive help.F & @F1 - Context sensitive help.Y{3 4S Type F1 at any time to access Help on the currently selected menu or data item.The help includes advice and suggestions on appropriate values for data items.A1^Alt H Help Index<{& ,Alt+H - Help Index'/ , Type Alt+H at any time to access the main help index. Click the "Find" tab.of the "Help Topics" window. and type a word or phrase to obtain Help on a topic of your choice e.g. "surcharge".The help index covers most topics related to operation of the program, data input and interpretation of output.You may browse through the complete index or a selection of the index topics. For example if you enter "modulus" you will see a list of all index items containing the text string "modulus".|X$  The "topic" need not be a complete word e.g. "const" will suffice for "exit points".J1<_?VImport slope profile dataZ4?& hImport slope profile data from a DXF or DWG file]K dYou can import a slope profile from a DXF or DWG file.Scale factorYou are prompted to select the imported drawing units as "metres", "millimetres" or "feet". If millimetres is selected then all imported dimensions will be divided by 1000.Drawing layersIf the DXF drawing has "layers" you must select at least one for import. Un-tick a box if you do not want one of the layers to be imported as a soil stratum.Water table and piezometric surface?m8 >You can (optionally) nominate one of the drawing layers as the water table and one other layer as an additional piezometric surface. Use the buttons on the left of the dialog box to make your selection. If no water table is nominated then the imported data will automatically set the water table below the lowest stratum.Soil strata namesThe layer names wi]mll be assigned as the names of the soil types of the corresponding layers.Re-entrant layers]o6 :Strata coordinates in the DXF file must be presented in a continuous sequence from left to right or right to left. Reversals of direction in the sequence of line segments is not permitted. The error message "Some strata are re-entrant" indicates that this rule has been violated and it will not be possible to import the data without errors. The resulting imported profile may not represent the intended profile.Initialisation optionsYou can either mVE XE6A) Initialise all slope data or B) Preserve existing soil properties, surcharges, reinforcement data etc... Make your selection using the buttons in the bottom left of the dilaog box.ImportWhen you have selected the options you want, click the Import button to complete the import process. The imported data will be saved immediately as filename.dat . Click Cancel to abandon the import process.Z)o1`Upgrading from SLOPE version 6 or earlierS-V& ZUpgrading from SLOPE version 6 or earlierl, ( Sorry - we do not provide support on the use of data files prepared with SLOPE version 6 or earlier. T#1AaK[ SLOPE version XXX - Release Notes\6K& lSLOPE version 12.01 (and 12R.01) - Release NotesLC T}  wt, SLOPE - Slope Stability Analysis and Reinforced Soil Design ProgramCopyright 2003 by Dr D.L.BorinVersions 12 and 12RSLOPE version 12.01 is the first windows version of SLOPE. Version 12 has been designed to provide a high degree of compatibility with its predecessors, version 9 and 9R at many levels:-The maximum numbers of data items (strata, soil types etc...) are now as follows the version 9 limts are shown in brackets:%Kq A Pmax no. of strata & soil types= 25 (9)max no. of piezometric surfaces= 10 (4)max no. of layers of reinforcement=100 (40)max no. of types of reinforcement=100 (40)max no. of surcharge loads= 60 (25)~L * " Old data files of all version 9 programs can be read by version 12 and 12RThe maximum number of slices which the program may generate for the analysis is now 100. The number of slices generated is not directly controlled by the user but is a combination of the number of grid lines and surcharge loads. The increased limit gives greater flexibility to model complex problems.<q U ( (Format of output [ N jq A݀   U The title block has been reorganised to accommodate the increased length of Filenames and Run Identifiers.Click here if you are upgrading from version 8 or earlier.MU  1Lb   Datum elevation for cohesionF [  & @Datum elevation for cohesionp R r ]k This is the Datum Elevation, Y(o) for Cohesion which varies with depth within a stratum according to the equation C = Co + (Yo - Y).dC/dYwhere Co is the cohesion at a datum elevation Yo and dC/dY is the rate of increase of cohesion with depth. A positive value of dC/dY indicates C increasing with depth.see also Soil propertiesY'  2 4N Drained or Undrained Cohesion@I1cI@Toe Exit Points8 & $Toe Exit Point5I@ S# ]N e; Mp( LL@ OmF#@  #see also Wedge Angles Grid of wedge nodes Manual wedge generation Two part wedges Slip surfaces _.!A1 d!AzAMDirect sliding resistance (soil-reinforcement)Y3@zA& fDirect sliding resistance (soil-reinforcement)G!ACj 1111111Direct sliding failure - sheet/grid reinforcementDirect sliding occurs where part of the wedge shaped failure surface follows the boundary between soil and reinforcement (see User Manual Figure 14a). The available (factored) sliding resistance t(slide) is given by: t(slide) = s' v .m(avail) + c(avail)Where s' v = Vertical effective stress on the reinforcement layer m(avail)= the lesser of m(slide) /f(slide) or tan f/f(soil) zAF@ N?11c(avail)= the lesser of c(slide) /f(slide) or c/f(soil) m(slide)= Coefficient of friction between reinforcement and soil for direct sliding. c(slide)= c(pull) = Adhesion between reinforcement and soil for direct sliding and pullout. f(slide)= Partial factor of safety on direct sliding resistance f' = Soil friction angle c = Soil cohesionThe pull-out friction coefficient is not necessarily equal to the direct sliding coefficient, due to the interaction of the soil particles on either side of the reinforcement. For grid reinforcement in particular it is important to use values of the pull-out coefficient obtained from pull-out tests.'CF$ BfFpIC TDirect sliding failure - strip reinforcementDirect sliding occurs where part of a wedge shaped slip surface follows a (horizontal) layer of reinforcement (see User Manual Figure 14a). The available (factored) sliding resistance t(slide) is given by the above equation. However, for strip reinforcement, the soil/reinforcement contact forms only part of the slip surface, according to the relative width and spacing of the reinforcements. The available (factored) average sliding resistance, t(avge) , on the slip surface is the weighted mean of t(slide) and the soil/soil sliding resistance, t(soil),&FI# {FpIJ5 :t(avge) = S.t(slide) + t(1-S).(soil) I0K* "Where S is the ratio of width to spacing of the reinforcements.The pull-out friction coefficient is not necessarily equal to the direct sliding coefficient, due to the interaction of the soil particles on either side of the reinforcement.'JWK$ B0K?L5 8g1Direct sliding failure - soil nailsThe program uses the nail pull-out parameters for estimating direct sliding resistance. A separate value of m(slide) is not requested.zWKM[ B ỳ .㦲6". ЀSee alsoReinforcement propertiesReinforcement geometry Reinforcement analysis and design optionsV%?LjM1ejMMdPartial FoS on reinforcement strengthO)MM& RPartial FoS on Reinforcement Strength+jM 6 :Partial factor of safety on tensile strength of reinforcement, f(tens) -Values of partial factors on (characteristic) reinforcement strength should be obtained from relevant codes of practice.The program divides the values of tensile strength and anchorage strength of all reinforcements, by the given partial factor of safety, before commencing the analysis or design.Partial factors on reinforcement strength for Installation Damage for selected makes are given in the following tables:M M| Mo ǀ Xgo ЀTerram Geogrids - Installation Damage factorsTerram - ParaLink M - Installation Damage factorsTensar Geogrids - Installation Damage factorsFortrac Geogrids - Installation Damage factorssee also Reinforcement analysis and design options dT vF 㦲6 ỳ   Reinforcement geometry Reinforcement properties Partial Factors of Safety associated with reinforcement Y(1f0Pull-out resistance (soil-reinforcement)R,d& XPull-out resistance (soil-reinforcement)'6J b111Pull-out failure - sheet/grid reinforcementPull-out failure occurs when the force in a piece of reinforcement exceeds the combined friction, m(avail) and adhesion, c(avail) on both faces (see User Manual Figure 14b). This potential failure mechanism sets an upper limit to the stabilising force provided by a layer of reinforcement. The available (factored) pull-out resistance of a reinforcement is given by:P(reinf) = 2.A(reinf) .[s' v .mavail + c(avail)]9U x]11111Where A(reinf)= Plan area of reinforcement embedded outside the slipping mass. s' v = Vertical effective stress on the reinforcement layer m(avail)= the lesser of m(pull) /f(pull) or tan f/f(soil) c(avail)= the lesser of c(pull) /f(pull) or c/f(soil) m(pull) = Coefficient of friction between reinforcement and soil for pull-outc(pull)= Adhesion between reinforcement and soil for pull-out 6< F1f(pull)= Partial factor of safety on pull-out resistanceThe factor, 2, takes account of the two sides of the reinforcement layer.Pull-out failure - strip reinforcementPull-out failure occurs when the tension in a layer of reinforcement exceeds the combined friction, m(pull) and adhesion, c(pull) on both faces This potential failure mechanism sets an upper limit to the stabilising force provided by a layer of reinforcement. The available (factored) pull-out resistance of strip reinforcement is given by the above equation as for sheet reinforcement. See Section 12.7.6 for pull-out resistance in terms of an Interaction Coefficient9O l111Pull-out failure - Nails in cohesionless soilPull-out failure occurs when the tension in a row of nails exceeds the friction, m(nail) , on the perimeter of the nails. This potential failure mechanism sets an upper limit to the stabilising force provided by a row of nails. The available (factored) pull-out resistance of a nail is given by:P(nail) = p.D(nail).L(nail).s' v .m(nail) .A(nail) /f(pull)Where D(nail)= Nail diameter O l]11111L(nail)= Length of nail embedded outside the slipping mass. s' v= Vertical effective stress at the nail elevation m(nail)= Coefficient of friction between nail and soil A(nail)= Empirical design factor defined in B.S.8081 (Ground Anchors) as "Ratio of contact pressure between soil/nail interface to average effective overburden pressure" f(pull)= Partial factor of safety on pull-out resistanceThe program requests values of m(nail) and A(nail). m(nail) is usually equal to tanf' of the surrounding soil. Values of A(nail) have been found in practice to be not less than unity and even with tremmie grouting, values of 1.5 are commonly used for design.$B RPull-out failure - Nails in cohesive soilPull-out failure occurs when the tension in a row of nails exceeds the adhesion, c(nail), on the perimeter of the nails. This $dpotential failure mechanism sets an upper limit to the stabilising force provided by a row of nails. The available (factored) pull-out resistance of a nail is given by:P(nail) = p.D(nail).L(nail).c(nail).a(nail) /f(pull) (12.7)Where D(nail)= Nail diameter 5YB RL(nail)= Length of nail embedded outside the slipping mass. c(nail)= Undrained cohesion of the soil in which the nail is installed a(nail)= Adhesion factor as defined in B.S.8081 (Ground Anchors) f(pull)= Partial factor of safety on pull-out resistanceThe program requests values of c(nail) and a(nail). c(nail) is usually equal to peak undrained shear strength of the surrounding soil. Values of a(nail) for stiff clays have been found in practice to be between 0.3 and 0.35.{$0\ B ỳ .㦲6". ЀSee alsoReinforcement propertiesReinforcement geometry Reinforcement analysis and design optionsKY{1 g{Define a new Row or Column\60& lDefine a new Row or Column in the piezometric grid}{5 8Add a Row to the Piezometric gridPlace the cursor in the column of y coordinates of the piezometric grid Rows and type the y coordinate of the new Row. The program uses this y coordinate to determine the position of the new Row in the existing Piezometric grid.Default values of Piezometric elevation in the new Row will be obtained automatically - a choice is offered:r$) "Initialise the new Row: A) As local hydrostatic valuesB) By interpolation -Q9 @Hydrostatic values means, obtain piezometric values from the water table (or pieometric surfaces or Ru value) as if the Piezometric grid were not present.By interpolation means interpolate from the existing neighbouring grid points.$5 8Add a Column to the Piezometric gridPlace the cursor in the row of x coordinates of the piezometric grid Columns and type the x coordinate of the new Column. The program uses this x coordinate to determine the position of the new Column in the existing Piezometric grid.Default values of Piezometric elevation in the new Column will be obtained automatically - a choice is offered:pQ) "Initialise the new Column: A) As local hydrostatic valuesB) By interpolation +8 >Hydrostatic values means, obtain piezometric values from the water table (or pieometric surfaces or Ru value) as if the Piezometric grid were not present.By interpolation means interpolate from the existing neighbouring grid points.^  b; ĀAdd/Delete a Piezo Row or Column?To avoid this question being asked on typing Ctrl+X or Ctrl+N, place the cursor either (a) on the X coordinate of a Grid Column; the program will assume you want to add/delete a Column. or (b) on the Y coordinate of a Grid Row; the program will assume you want to add/delete a Row. see alsoPiezometric GridGround Water ConditionsH1IhH`Bring graphics to frontAH& 6Bring graphics to front`. * The data or results listing on the left of the screen may overlap the graphics display on the right of the screen. Move the mouse over any visible part of the graphics or type Alt+G to bring the graphics display to the front HH1! i F Ground Water ConditionsA` & 6Ground Water Conditions `% 2 2  Water pressures on the slip surfaceThe program requires information about the pore pressure distribution throughout the soil mass in order to calculate the pore pressures on the slip surface. This may be done by defining:- @ R rPH @, b;D5 - Ground Water Level Always defined. Applies to all strata unless a grid of piezometric levels, Ru value or piezometric surface is defined. - Piezometric Grid Optional. Applies to all strata except those for which an Ru value or piezometric surface is defined. - Ru value in an individual stratum Optional. Applies to the stratum for which it is defined. Overrides all other pore pressure data for that stratum.% 9 7 <PH>߂ - Local piezometric surfaces in individual strata Optional. Applies to the stratum ( or strata) for which it is defined. Overrides all other pore pressure data for that stratum.@ 1 3 4Order of precedence of water pressure dataIn calculating the pore water pressure at points on the slip surface the order of precedence of water pressure data can be summarised as follows:9  H ^ZLocal piezometric surface or Ru valuetakes precedence overGrid of piezometric levelstakes precedence overWater table&1 + # b  , (NOTE: The water pressure on submerged ground is always calculated from the main Water Table.@+  , ((Topic summary u  K feD'̶@@,Unit weight of water Unit weight of water is found in the Titles data block.Ground Water LevelJ  2 40D8Submerged ground]- ` 0 0Z >E Editing GWL and piezometric surfaces8 F *qD5K}>߂I܀G'54b;L3ӀRu valuesSoil suction Piezometric SurfacesArtesian pressuresPerched Water tablesAdding/Deleting a Piezometric surfacePiezometric Grid see also Grid Line Coordinates Soil properties for soil types and strata associated with the piezometric surfacesE` 1j B Piezometric Surfaces>F & 0Piezometric Surfaces 8 >A  Perched water tables and artesian pressures may be modelled conveniently by means of "piezometric surfaces".A "piezometric surface" represents the piezometric levels which exist in a stratum where pore pressures are not controlled by the position of the main water table. Up to 10 separate piezometric surfaces may be defined, each surface representing the pore pressures in a different stratum.In a stratum which has been allocated a local piezometric surface the pore pressures are determined by the position of the local piezometric surface instead of the main water table. The piezometric surfaces are allocated to particular strata under Soil Properties. @ '  Piezometric surfaces are optional and are always defined in addition to the main "water table" which is not optional. In strata which have not been allocated a piezometric surface, the program calculates pore pressures in the usual way from the position of the water table or piezometric grid.In graphical output, the piezometric surfaces are shown in addition to the water table. A Piezometric surface is shown as a dashed (blue) line within a stratum to which it is assigned. Sections of a piezometric surface which lie outside the stratum to which it is assign @ F ed (e.g. artesian pressure profile), are plotted as dotted (blue) lines and are annotated with bracketed (blue) numbers indicating the stratum to which it is assigned. cA * "  The procedures for entering and editing the piezometric levels are similar to those for entering the water table coordinates.J@ A E Z I܀ G'5see also Artesian pressures Perched Water tables[(cA MB 3 6P Ā Ground Water ConditionsU#A B 2 4FL3Ӏ Grid Line CoordinatesMMB B 0 0: Soil propertiesEB 4C 1 k4C tC MD Define new soil type@B tC & 4Define a new soil type4C MD * "_ Double click on an undefined soil type and enter the new parameters in order.The properties cannot be defined before the coordinates of a new stratum have been entered.OtC D 1MlD D H Reinforcement Width (Diameter)H"MD D & DReinforcement Width (Diameter)ED )G F ZWidth and Spacing of sheet/grid reinforcement Width and spacing are not requested for sheet and grid reinforcement. The program automatically assigns them values of unity.Width and Spacing of strip reinforcement The reinforcement spacing is measured centre to centre. The width and spacing of the reinforcement strips are required.Diameter and Spacing of soil nailsThe nail spacing is measured centre to centre. In the case of grouted Nails the diameter is the diameter of the grouted hole.{D H \ B ỳ .㦲6". ЀSee alsoReinforcement propertiesReinforcement geometry Reinforcement analysis and design options= )G =H 1m=H H xM Common pointN(H H & PCircles passing through Common point=H J . * A group of equally spaced common points may be defined, such that for each centre the program analyses one circle passing through each of the common points.A group of common points is defined by the x-y coordinates of the first point, their spacing in the x and y directions and the total number of points.The Common Point method is particularly powerful in situations where the critical slip surface is expected to pass through or near:- - The toe of a slope,(H L l y  3 1G 6'O 㦒| - The crest of the slope, - The edge of a loaded area, - The heel of a footing or embedded wall.The Common Point method generally leads to better contouring of the grid of factors of safety and reduces greatly the total number of circles which need be analysed.see also Initial Radius and Increment of Radius Common tangent Radius Definition Grid of Circle Centres bJ xM U z w?  Ѻ OmF# Extended Grid Option Circular slip surfaces Slip surfacesPL M 1nM N {O Define a new reinforcement typeI#xM N & FDefine a new Reinforcement TypejM {O s  㦲6 ỳ ЀSelect a Reinforcement Type marked 'Not defined', Type Ctrl+N or select Insert from the popoup menu.see also Reinforcement Geometry Reinforcement Properties Reinforcement analysis and design optionsX'N O 1oO 0 Alpha factor for nails in cohesive soilQ+{O 0 & VAlpha O 0 {O factor for nails in cohesive soilO  ? L[8HValues of _Alpha(nail) for stiff clays have been found in practice to be between 0.3 and 0.35.See Pull-out resistance for a full definition of all parameters{0 \ B ỳ .㦲6". ЀSee alsoReinforcement propertiesReinforcement geometry Reinforcement analysis and design optionsQ  D 1pD Define a new Reinforcement LayerJ$ & HDefine a new Reinforcement Layer_D s  㦲6 ỳ Ѐ Select the layer marked 'Not defined', Type Ctrl+N or select Insert from the popoup menu.see also Reinforcement Geometry Reinforcement Properties Reinforcement analysis and design optionsN ; 1 q; [ Partial FoS on Direct SlidingG! & BPartial FoS on Direct SlidingnA; - ( Values of partial factors on soil-reinforcement interaction should be obtained from relevant codes of practice. For fabric, grid and strip reinforcement the partial factor on direct sliding may be equal or similar to the partial factor on soil strength. A value of 1.3 is recommended (Draft B.S.8006, S7.4.4.2.2) for use in conjunction with peak shear strength values on metal strip and grid reinforcement.The program divides the values of direct sliding resistance of all reinforcements, by the given partial factor of safety, before commencing the analysis or design.&  #  R tF /Ѐ 㦲6 ỳsee also Reinforcement analysis and design options Reinforcement geometry Reinforcement propertiestC [ 1 2  Partial Factors of Safety associated with reinforcement[* 1r [ Piezometric data associated with a stratumT.[ & \Piezometric data associated with a stratumQ F Z 2 2 For strata with a non-zero value of f', you may define water pressure data local to that stratum. In the "Soil properties" menu select "Piezometric data associated with this stratum" and you will see the menu: No local water pressure dataPiezometric surfaceRu valueMaximum soil suctionNo local water pressure dataThis means there is no special piezometric data associated with this stratum. The remaining options are not applicable to strata in which shear strength is independent of pore pressure (f=0). The program only displays the above request if it is applicable.~ o  @, b; G'5 I܀ >߂ Where no local water pressure data is specified, the water pressures are determined from the main water table or the Piezometric Grid (if there is one).Local piezometric surfaceWhere the pore pressure regime in an individual stratum is not related to the main water table (e.g. a perched water table or artesian pressures) the stratum may be allocated its own local piezometric surface.Enter the number of the piezometric surface (up to 10 different surfaces can be defined) which describes the water pressure profile in this stratum. The piezometric surface itself is defined under Piezometric Surfaces . 6 V z  D5 K} Ru valueIn the absence of detailed information about the pore pressure distribution in a particular stratum (e.g. the core of a dam), it may be convenient to define the pore pressures in that stratum in terms of an Ru value. See Ru values for definition and usage of this [ parameter.Soil SuctionFor each stratum, a maximum soil suction, Hs (expressed in metres head of water) may be specified. See Soil Suction for definition and usage of this parameter.D [ G ^ Āsee also Ground Water Conditions Soil propertiesL 1s g Soil-reinforcement adhesionE[ & >Soil-reinforcement adhesion  + $The value of adhesion to be used in estimating the pull-out resistance of reinforcement from soil. The same value is used for calculating the direct sliding resistance. Full details of the use of the adhesion value are given in:k D XF8H'2FPull-out resistance (soil-reinforcement)and Direct sliding resistance (soil-reinforcement)  g & #respectivley Note that you can still model different adhesion values in pull-out and direct sliding by specifying different partial factors.Q 1$t  Reinforcement Anchorage StrengthJ$g  & HReinforcement Anchorage Strength: < @ NAnchorage strength - sheet/grid reinforcementReinforcement may be anchored at one or both ends. The anchorage may, in practice, take the form of a connection to a facing panel or wrapping around into the next layer of fill. The Anchorage strength is the tensile strength of the anchored connection (if any) at the slope face or buried end.In many cases the anchorage strength will be equal to the strength of the reinforcement but this is not necessarily so. Thus the actual anchorage strength must be specified. The Anchorage strength has the same units, and is subject to the same partial factor as the Tensile strength. The Anchorage strength is only operative for a particular layer if the anchorage condition is "Anchored" or "Wrapped around"" ^ F ZAnchorage strength - strip reinforcementThe Anchorage strength is the tensile strength of the anchored connection (if any) at the slope face. Naturally, this cannot exceed the Tensile strength. The Anchorage strength has the same units, and is subject to the same partial factor as the Tensile strength. The Anchorage strength is only operative for a particular layer if the anchorage condition is "Anchored" or "Wrapped around"Anchorage strength - soil nails<  3 4The Anchorage strength is the tensile strength of the anchored connection (if any) at the slope face. Naturally, this cannot exceed the Tensile strength. The Anchorage strength has the same units, and is subject to the same partial factor as the Tensile strength. The Anchorage strength is only operative for a particular layer, if the anchorage condition is "Anchored" or "Wrapped around"{^ \ B ỳ .㦲6". Ѐ See alsoReinforcement propertiesReinforcement geometry Reinforcement analysis and design optionsS" H 1uH  Partial FoS on Pull-out ResistanceL& & LPartial FoS on Pull-out Resistance6 H * " Values of partial factors on soil-reinforcement interaction should be obtained from relevant codes of practice. For fabric, grid and strip reinforcement the partial factor on pull-out may be equal or similar to the partial factor on soil strength. A value of 1.3 is recommended (Draft B.S.8006, S7.4.4.2.2) for use in conjunction with peak shear strength values on metal strip and grid reinforcement.Higher values of f(pull) , up to 2 to 3 may be appropriate for soil nails, due to the uncertainties of construction. ) G The program divides the values of pull-out resistance of all reinforcements, by the given partial factor of safety, before commencing the analysis or design. s R tF /Ѐ 㦲6 ỳsee also Reinforcement analysis and design options Reinforcement geometry Reinforcement propertiesxD  4 8   Partial Factors of Safety associated with reinforcementZ)s E 1tvE   Soil-reinforcement Interaction Limit FlagS-  & ZSoil-reinforcement Interaction Limit FlagE g J b  Ѐ zj The Soil-Reinforcement interaction limit flag determines how the program deals with conflicts in the data between the soil-reinforcement interaction parameters and the actual strength of the neighbouring soil.This is important when the specified soil-reinforcement interaction parameters give rise to a higher friction or adhesion between soil and reinforcement than the friction or cohesion of the neighbouring soil.The Soil-Reinforcement interaction limit flag is in the Reinforcement analysis and design options section which can be accessed through the Reinforcement Design tab or the FoS Options tab on the main edit menuM%  ( J Three strategies are available:g  L#f]  $B 1. Strength conflict permittedA data warning is issued but the full interaction strength will be used in each case.{ A E#Z]  B2. Soil strength limit imposedA data warning is issued and the lower friction or adhesion will be used in each case._  D#X]  D3. Strength conflict prohibitedAn error message is issued. The data will not be analysed.&A  #   R tF /Ѐ 㦲6 ỳ see also Reinforcement analysis and design options Reinforcement geometry Reinforcement propertiesA   1mw V  Spencer's method: V & (Spencer's method8 Q pq ʦ  ʦ ޒ Bishop's method: Parallel inclined interslice forcesalso known as Spencer's methodThis method (described by Spencer 1967) is applicable to circular slip surfaces. It is a refinement of Bishop's Simplified method and satisfies conditions of horizontal, vertical and moment equilibrium for the slipped mass as a whole. By assuming that all the interslice forces are parallel but not necessarily horizontal, the program calculates the inclination of the interslice forces which allows all the conditions of equilibrium to be satisfied simultaneously.V C T} ʦ [ This method has been discussed by Spencer (1967) who has shown that in most cases the results differ only slightly from those obtained assuming horizontal interslice forces. The differences increase with slope angle and therefore for steep slopes this method is recommended.Spencer's method is not immune from the interlock problem. The program prints a warning message if the calculated factor of safety is likely to be in error.g  K fF zj㢺 see also Factor of Safety Analysis options and Earthquake forces Method of analysis >  1x  B Slip surfaces7  & "Slip surfaces0t CA F BN Ѻ 㦒| w? 6'O #So LL@  ]N gu߀ Mp( Circular and non-circular slip surfaces can be analysed. CA  Topic summary Slip Surface Type Circular slip surfacesGrid of Circle Centres Extended Grid Option Radius Definition Two and three part wedgesTwo part wedges Wedge angles Automatic Wedge Generation Manual wedge generationY B i  ⍩ 2T 㽱wր  zj Three part wedges Minimum permitted enclosed angle in 2 or 3 part wedges General non-circular slip surfacesee also Factor of Safety options for methods of analysis pemitted with each type of slip surfaceKCA B 1GyB JC `G Bishop's Simplified methodc=B JC & zBishop's Simplified method - Horizontal interslice forcesiB F W |% ޒ  JH [ This method (described by Bishop 1955) is applicable to circular slips and is recommended for all routine problems. The assumed force distribution satisfies overall vertical and moment equilibrium but not horizontal equilibrium. This leads to errors in the calculated factors of safety but these are usually insignificant and are on the safe side (Spencer 1967).The limitations of the method have been investigated by Whitman and Bailey (1967) who conclude that it can occasionally give misleading answers. An important case is that of interlock This arises in the case of deep slips with a low factor of safety where the toe of the slip surface passes through a frictional material. The program prints a warning message if the results are likely to be in error.eJC `G H `F zj㢺see also Factor of Safety Analysis options and Earthquake forces Method of analysisZ)F G 1 zG H e Reinforcement analysis and design optionsS-`G H & ZReinforcement analysis and design options)G 6J B R ߀ c7Horizontal layers of reinforcement can be included in the soil profile. The program is equally applicable to reinforced Slopes and reinforced soil Walls. There is no fundamental difference in the treatment of Slopes and Walls. The required degree of stability for each type of structure is achieved by the selection of appropriate soil strength parameters in conjunction with partial factors of safety in each case.The program deals with three main types of reinforcement:E H {L 6 :   1. Sheet or grid reinforcement 2. Strip reinforcement. 3. Soil NailsThe stabilising effect of the reinforcement is calculated according to Department of Transport Technical Memorandum BE 3/78. The stabilising force due to a layer of reinforcement is the lesser of its tensile strength and its pull-out resistance. The program offers two modes of operation in the treatment of reinforced soil:-Reinforcement Analysis and DesignThe program offers two modes of operation in the treatment of reinforced soil:-26J O a ePf X躀 i . C= 1.Analysis mode The program calculates factors of safety for a given slope profile, given reinforcement arrangement and user defined slip surfaces. Embankment on a soft foundation SLOPE can also be used to analyse/design the reinforcement for an embankment on a soft foundation.2. Design mode This covers the design of a reinforced soil wall, slope or embankment on a stable foundation The program designs the elevations and lengths of reinforcement required to achieve a given factor of safety for a given slope profile.({L 6O % Pf8O nO & $ Topic summary:6O [ R r  C= Partial Factors of Safety associated with reinforcementSnO [ `G oil-reinforcement Interaction Limit Flag Reinforcement Design mode nO ? W |B zj 㦲6 ỳsee also Factor of Safety Analysis options and Earthquake forces Reinforcement geometry Reinforcement properties&[ e # X'? 1{  Search Increment (Reinforcement Design)Q+e  & VSearch Increment (Reinforcement Design)T , & In calculating suitable reinforcement layer spacings, the program explores possible failure mechanisms incrementally. As a rough guide the "Search increment" should be about 1/5th of the Minimum reinforcement layer spacing or about 1/20th of the Maximum reinforcement layer spacing. The Search increment may not be less than 1/2000th of the total slope height.Reinforcement layer spacings will be designed by the program as multiples of the Search increment.The Maximum and Minimum vertical spacing of reinforcement layers (see above) should be simple multiples of the Search increment.& #  R tF /Ѐ 㦲6 ỳsee also Reinforcement analysis and design options Reinforcement geometry Reinforcement propertiesW& ܅ 1i|܅ , d Soil-reinforcement Interaction OptionsP* , & TSoil-reinforcement Interaction OptionsF܅ È Q p12The interaction (i.e. adhesion and friction) between reinforcement and soil can be specified in one of two ways:1) Absolute values of adhesion (c) and friction (m)2) A proportion of local soil strength i.e. Interaction Coefficient1) Absolute valuesThe program asks for values of adhesion and friction coefficient for Pull-out and Direct sliding failure. Remember that it would normally be unreasonable to specify adhesion and friction values greater than those of the soil adjacent to the reinforcement but see Soil-reinforcement Interaction Limit Flag, F ZЀ2) Interaction coefficientA simple way of ensuring a consistent and reasonable relationship between soil strength and the soil/reinforcement interaction is to specify an Interaction Coefficient. The same coefficient is used for Pull-out and Direct sliding although different partial factors (see Analysis Options) can still be applied to Pull-out and Direct sliding resistance.yÈ d X B .ỳ".㦲6". ЀSee alsoReinforcement propertiesReinforcement geometry Reinforcement analysis and design optionsM 1.} X Coordinate of Toe of SlopeF d & @X Coordinate of Toe of Slope, # , & The design takes no account of failure mechanisms which pass below or beyond the specified toe coordinate. The Y coordinate of the toe should be at or just below the elevation of the single layer of reinforcement specified in the reinforcement data. R tF /Ѐ 㦲6 ỳsee also Reinforcement analysis and design options Reinforcement geometry Reinforcement propertiesd3# X 1~X Ž Overall Design FoS on Soil + Reinforcement StrengthjA Ž ) ".Overall Design FoS on Soil + Reinforcement Strength - f(des)^4X , * "i This is the overall design criterion. Soil and reinforcement strengths and surcharge loads have already been partially factored (see above). f(des) represents an additional margin of safety depending on the importance of the structure and the consequences of failure. ThiŽ , s factor is usually 1 where the consequences of failure are not serious and 1.1 where serious damage, disruption or loss of life would be incurred. A higher value might be required where the structure is subject to an additional risk, not accounted for in the partial factors of safety.vŽ * " The program examines a very large number of failure mechanisms in an attempt to ensures that enough reinforcement is provided to achieve the specified overall factor of safety for all conceivable failure mechanisms.The resulting design can (and should be) back-analysed to check that the specified Overall Design FoS has been achieved. You may in practice find that the back-analysis of a design will reveal the existence of failure mechanisms with factors of safety marginally (say 5%) below the specified value of f(des). To overcome this difficulty you should repeat the design with a slightly higher value of f(des).&, #  R tF /Ѐ 㦲6 ỳsee also Reinforcement analysis and design options Reinforcement geometry Reinforcement properties`/ # 1!# | l Reinforcement Anchorage Condition at Slope FaceY3 | & fReinforcement Anchorage Condition at Slope Face# 9 - (! All layers of reinforcement designed by the program will be designed on the assumption that they are:either Anchored or Wrapped around: n| E#Z5  AnchoredSpecify this option for strip reinforcement and nails tied to facing panels or an anchor plate.c9 O E#X=5  "Wrapped aroundSpecify this option for geogrids and other forms of sheet reinforcement which are wrapped around into the next reinforcement layer. It also includes (depending on the physical arrangement) the case of facing panels which extend up to the next layer of reinforcement.G ) = If it is not intended to provide any anchorage at all in practice, specify "anchored" at this stage. When the design is complete, check the design by editing the reinforcement geometry data and changing all layers from "Anchored" to "No anchorage", before doing the back-analysis.O l S tF /Ѐ 㦲6 ỳsee also Reinforcement analysis and design options Reinforcement geometry Reinforcement propertiesO 1  ~ Reinforcment Truncation OptionH"l  & DReinforcment Truncation OptionO @ N Ѳ  The design procedure calculates the optimum lengths and spacings of the reinforcement layers to ensure a minimum factor of safety equal to f(des) for a very wide range of failure mechanisms. The reinforcement truncation option only affects the final presentation of the results as follows:-Three options are available:-} Z K#f5  . Parallel truncationRound up the reinforcement lengths so that the buried ends form lines parallel to the slope face.k  K#f5  . Vertical truncationRound up the reinforcement lengths so that the buried ends form vertical lines.uZ K#f5  J Variable truncation(recommended)Present the optimum reinforcement lengths as calculated, without adjustment. , &K Select "Variable truncation" for the most economical result. You can always adjust the lengths by hand to make a more convenient arrangement for construction. ~ R tF /Ѐ 㦲6 ỳsee also ~ l Reinforcement analysis and design options Reinforcement geometry Reinforcement propertiesK 1   Automatic Wedge GenerationD~  & <Automatic Wedge Generation  4 6When soil reinforcement has been specified, a set of wedges can be generated automatically, based on the positions and lengths of the reinforcement. The wedges generated in this way, provide a comprehensive check on the internal and external stability of a reinforced embankment on a firm foundation. This facility can be used to check designs obtained with the "Design option" or by other methods.Automatic wedge generation requires 3 items of data:  % 8 >Number of nodes per layer of reinforcement: X coordinate of toe of slopeNumber of toe exit points per wedge nodeThe wedge nodes are equally spaced along the layers of reinforcement, and the exit points are on the slope face at the ends of the layers of reinforcement. In the case of inclined reinforcement the the program considers sliding along the reinforcement and also on a horizontal plane. The range of wedge angles is specified manually in the usual way.`  [ Mp(LL@OmF/see also Manual wedge generation Two part wedges Slip surfaces> %  1 `  Undo and RedoB ` & 8Undo and Redo data editsf  Q p㱖.Data edits can be undone up to a 100 steps. Type Ctrl+Z or choose Edit | Undo from the main menu. Undo applies both to edits made in the tables of data and those made through the GUI Edits which have been undone can be redone provided no other changes have been made in the mean time. Type Ctrl+R or choose Edit | Redo from the main menu.> ` U 1;U  H Data graphics7  & "Data graphicssU 9 : DB 㱖. See Graphical User Interface for deatils of how to manipulate the display and edit data interactively 6 Y m    㲒ـ Description of the data graphics displayGrid lines A bar at the top of the plot shows the position of the grid lines. Each grid line is represented by a vertical tick. If space permits the number of the grid line (not its x coordinate) is also shown.AxesThe coordinate system is positive upwards and to the right. Axes are automatically marked at appropriate intervalsSoil strataSoil strata are shown in solid black lines. By default Soil descriptions are shown in full where space permits, otherwise only the stratum number is shown.V9 s U x " A  Strata shadingBy default the soil strata are not colour shaded. Choose View | Plot options | Colour shading or click the button to toggle colour shading of soil strata.SurchargesThe positions of surcharge loads are shown by red arrows. Vertical and horizontal arrows indicate the respective components The lengths of the vertical arrows are an approximate indication of magnitude.for small surcharges. The arrow length is roughly equal to an equivalent height of soil. Vertical arrows are limited in length to 20mm regardless of the magnitude of the vertical surcharge. @  @ 3 4  Horizontal arrows are always 8mm long regardless of the magnitude of the horizontal surcharge. Ground water The water table is shown as a blue dashed line.A local piezometric surface is plotted as a dashed (blue) line within a stratum to which it is assigned. Sections of a piezometric surface which lie outside the stratum to which its @  is assigned (e.g. artesian pressure profile), are plotted as dotted (blue) lines and are annotated with bracketed (blue) numbers indicating the stratum to which it is assigned. s B 7 <   A grid of piezometric levels is indicated by blue + signs at the grid points. When the piezometric grid is selected for editing, the Piezometric elevations of the currently selected row of the piezometric grid are shown graphically like standpipe levels.Reinforcement Reinforcement is indicated by red zig-zag lines. A vertical tick at the end of the reinforcement indicates an anchorage. Numbers in red at the end of the reinforcement layers indicate the reinforcement type.3@ nE \ g  7 7  Circular slip surface dataThe grid of circle centres is marked with black x's. The grid of centres may be omitted - right click to get the graphics popup menu and untick "Grid of Centres"Common points (if specified) are marked with red x's. . A common tangent (if specified) is shown as a red dotted line ........................Two and three part wedge dataThe grid of wedge nodes is marked with black x's. . The grid of wedge nodes may be omitted - right click to get the graphics popup menu and untick "Grid of Wedge nodes "%B G U x 7    㱖. Exit points are marked with red x's.General non-circular slip surface dataA general non-circular slip surface is drawn in solid red lines as specified in the data.Hot spotsThe display is data aware. As the mouse moves over the picture a yellow hint box appears with a description of the type of data being pointed. When the mouse is over an item which can be edited interactively, the mouse cursor changes to a hand or double headed arrow.JnE H B TB j 㱖. see also Results graphics Graphical User Interface BG aH 1CaH H K Coordinate System;H H & *Coordinate system~PaH J . * The vertical axis lies with the positive direction pointing upwards. There is no restriction on the use of negative coordinate values except that all values must lie between -10000 and +10000. It is often convenient to use O.D. levels for the vertical coordinates.The profile is displayed with the positive x-axis to the right.m2H J ; Fd> | see alsoStrata profile topic summary^)J J 5 :RF 0ny Strata profile - definitions v5J [K A Rj> $ڀ L3ӀStrata profile - editing Grid LinesS!J K 2 4BN 㱖.Graphical User InterfaceW&[K L 1,L UL PN Assigning soil properties to a stratumP*K UL & TAssigning soil properties to a stratum_%L M : BK X̀ The properties of Stratum 1 are defined in Soil Type 1 etc.....Where two Strata are to have the same properties both of their corresponding Soil Types must be defined. You can of course use the copy and paste facilities to copy all soil properties from one soil type to another.LUL PN P pB |  8see also Strata profile topic summarySoil properties ; M N 1 N N ̉ Grid Lines4PN N & Grid Lines'N @ N  Grid lines must be defined at:-1. The left and right limits of the section to be analysed. Make sure your section extends far enough so that the largest conceivable slip surfaces exit ground level within the section. Failure to extend the section N PN to the left or right will mean the exclusion of significant slip surface whose factor of safety may be critical.2. Every X coordinate where there is a change of slope in one of the strata, water table or piezometric surface.R%N D - (K  At least 3 grid lines must be defined. A maximum of 60 grid lines is permitted. The minimum permitted separation of grid lines is 0.01 units. Additional grid lines may be added at any time.The positions of the strata and the water table are defined in relation to a grid of vertical lines (see below or User Manual Figure 3a). These vertical grid lines are defined at the left and right hand limits of the section and at all intermediate x coordinates where there is a change of gradient in one of the material boundaries or the water table. ` 9 @  "The same grid lines are used to define the strata, ground water level and the piezometric profiles but not the piezometric grid.A vertical wall or cut is represented by a line of very steep gradient. The two adjacent grid lines (Nos. 2 and 3, Figure 3b in the Manual) should have a very small but finite separation. The minimum permitted separation is 0.01 units so that coordinate values can be read correctly from the printed output which is given to two decimal places._,D 3 4[ "The grid lines are used as the basis for the division into slices for the analysis. However the program automatically subdivides the large slices appropriately and therefore only the minimum number of grid lines, necessary to define the geometry of the slope and water table, need be defined.x6` 7 B TlB  0| see also Strata profile topic summaryE D X> 0ny  $ڀStrata profile - definitionsStrata profile - editingZ)7  1 2R V\ Adding/Deleting a grid line  ` ># 8ހ A[  ت Interpolate at current coordinate Y coordinate Interpolation mode Remove redundant grid linesw6 y A RlB @, >߂Ground Water LevelPiezometric SurfacesS! ̉ 2 4BN 㱖.Graphical User Interface= y 1I ? W Numeric data6̉ ? &  Numeric data = , & Numeric data are either integers (whole numbers) or decimal (may contain a fractional part). Integer data should be entered without a decimal point. Decimal data may be entered in exponential format e.g.g:? - *t  Tensile strength of reinforcement (kN/m) 3.76E4W= ( - ( When the fractional part of a decimal number is zero, the decimal point is optional.Where a zero value is to be assigned to a parameter, a zero must be entered. A blank entry will not be accepted.An invalid entry will cause an error message to be displayed and the data request will be repeated. Some possible errors are as follows:-  1 - (T: Character other than a digit or a decimal point in the data field.A decimal entry when an integer was expected.Entry too large or too small. The permitted range of values will be displayed and the request repeated.&( W #  : 1 1< Ď Text data3 W Ď & Text data  * " Text data e.g. titles and soil descriptions, are accepted exactly as entered.The key switches the typing mode from Overwrite to Insert and back again. Use the keypad to perform in-line editing of your data entry.Ď W EĎ Q 1eQ Use of the key> & 0Use of the keyL!Q + &B The key is used to:- + ${T: To abandon editing a data item leaving the value unchangedTo abandon input of a new group of items e.g. a new soil typeTo leave one menu and return to its parent menuTo exit from HelpB  1 @ Skeleton data set; @ & *Skeleton data setd2 2 2e This is the skeleton data set which is created automatically when you choose File | New from the main menu. The actual data values need to be edited to model your particular problem. The density of water will be set according to your current choice of units but should be checked all the same.+@ &   H  1 b Reinforcement AnchorageK% b & JReinforcement Anchorage Condition  + $ The anchorage condition refers to the way the ends of the reinforcement are terminated at each end. Three options are available:'b : $ i L#h:5 $Anchorage typeExampleY: D H#`5 1. AnchoredStrip reinforcement or nails attached to anchorages at the slope face.M J#b5 *򂂀2. Wrapped aroundSheet or grid reinforcement wrapped around into the next layer of reinforcement at the slope face.It also includes (depending on the physical arrangement) the case of facing panels which extend up to the next layer of reinforcement.p(D  H#`P5 3. NoneNo anchorage of any kind.' ( $   B R[,:ǀỳThe buried end of the reinforcement is usually not anchored; select "None".The actual strength of the anchorage is discussed under Reinforcement Properties. ( #F 㦲6/~3r 6Ё c ^ ỳ Ѐsee also Reinforcement GeometryReinforcement ElevationReinforcement Inclination Reinforcement Length (X coordinates)Reinforcement Type Reinforcement Properties Reinforcement analysis and design options], ' 1Y' } Janbu's method - adapted for reinforced soilV0 } & `Janbu's method - adapted for reinforced soil' 9 @+ Janbu's simplified method (horizontal interslice forces) has been modified to include an allowance for a certain amount of interslice shear. As with the simplified method the basic equation satisfies horizontal and vertical equilibrium but not moment equilibrium.This method of analysis must be selected when analysing or designing reinforced soil. It is equally applicable to wedge shaped or circular slip surfaces. It can also be used when there is no reinforcement.&} #  S t-F zj㢺Ѐsee also Factor of Safety Analysis options and Earthquake forces Method of analysis Reinforcement analysis and design optionsO 1& I ( Partial FoS on surcharge loadsU/ I & ^Partial Factor of Safety on Surcharge Loads: 9 @  Values of partial factors on loads should be obtained from relevant codes of practice. The program multiplies all surchargeI s, both vertical and horizontal, by the given partial factor of safety, before commencing the analysis or design.see also \I ( = JFc zjPartial Factors of SafetyFactor of Safety Analysis options and Earthquake forcesL t 1t  ? Reinforcement Material TypeE(  & >Reinforcement Material Type't  $ FY j 1 0The program deals with three main types of reinforcement:1. Sheet or grid reinforcement2. Strip reinforcement.3. Soil NailsReinforcements of several different types and/or strengths may be combined in one design or analysis. The properties of each type of reinforcement are defined in units suitable for that type of reinforcement.z ? [ Bỳ0㦲6". ЀSee alsoReinforcement propertiesReinforcement geometry Reinforcement analysis and design optionsf5j  1n  A Partial factors of safety on reinforcement properties_9?  & rPartial factors of safety on reinforcement propertiesvK z + $ The required degree of stability for each type of structure is achieved by the selection of appropriate partial factors of safety in each case. SLOPE provides suffucient flexibility in the choice of individual partial factors to allow you prepare designs in accordance with all codes of practice which are limit state based.H  W |F;e i  - Further descriptions of the various factors of safty and suggested values are to be found under the following topics:Partial FoS on Reinforcement StrengthPartial FoS on Pull-out ResistancePartial FoS on Direct Sliding Iz A 6 <  see also Partial Factors of Safety associated with reinforcementH  1  cH Reinforcement Data BaseAA  & 6Reinforcement Data Base&  #  6 :)B  Data base of reinforcement types.SLOPE includes a database of reinforcement types. You can select a reinforcement type from the data base and insert its properties into the currently selected reinforcement type.Press F1 while editing the Reinforcement description or Tensile strength to see a list of the pre-defined reinforcement types. The table below contains a summary of the information:& #  <#F?O,Reinforcement Reinfor Tensile Temper Design Limitdescription -cement strength -ature life state type8  @#NO4ParaGrid 30/15 Grid 15.9 kN/m 20C 60yr ULSParaGrid 30/15 Grid 14.2 kN/m 20C 120yr ULSParaGrid 50/15 Grid 26.5 kN/m 20C 60yr ULSParaGrid 50/15 Grid 23.7 kN/m 20C 120yr ULSParaGrid 80/15 Grid 42.4 kN/m 20C 60yr ULSParaGrid 80/15 Grid 37.9 kN/m 20C 120yr ULSParaGrid 100/15 Grid 53.0 kN/m 20C 60yr ULSParaGrid 100/15 Grid 47.3 kN/m 20C 120yr ULSParaGrid 150/15 Grid 79.5 kN/m 20C 60yr ULSParaGrid 150/15 Grid 71.0 kN/m 20C 120yr ULSParaGrid 200/15 Grid 106.0 kN/m 20C 60yr ULSParaGrid 200/15 Grid 94.6 kN/m 20C 120yr ULS8 7B @#NO4Terram-Grid 35 Grid 18.5 kN/m 20C 60yr ULSTerram-Grid 35 Grid 15.8 kN/m 20C 120yr ULSTerram-Grid 55 Grid 29.1 kN/m 20C 60yr ULSTerram-Grid 55 7B A Grid 24.8 kN/m 20C 120yr ULSTerram-Grid 75 Grid 39.7 kN/m 20C 60yr ULSTerram-Grid 75 Grid 33.9 kN/m 20C 120yr ULSTerram-Grid 110 Grid 58.3 kN/m 20C 60yr ULSTerram-Grid 110 Grid 49.7 kN/m 20C 120yr ULSTerram-Grid 150 Grid 79.5 kN/m 20C 60yr ULSTerram-Grid 150 Grid 67.8 kN/m 20C 120yr ULSTerram-Grid 200 Grid 106.0 kN/m 20C 60yr ULSTerram-Grid 200 Grid 90.3 kN/m 20C 120yr ULS8 oD <#FO,ParaLink 100M Grid 55.4 kN/m 20C 60yr ULSParaLink 200M Grid 111.4 kN/m 20C 60yr ULSParaLink 300M Grid 167.1 kN/m 20C 60yr ULSParaLink 400M Grid 222.9 kN/m 20C 60yr ULSParaLink 500M Grid 278.5 kN/m 20C 60yr ULSParaLink 600M Grid 334.2 kN/m 20C 60yr ULSParaLink 700M Grid 390.0 kN/m 20C 60yr ULSParaLink 800M Grid 445.7 kN/m 20C 60yr ULS67B F ;#DO*Fortrac 35/20 Grid 18.7 kN/m 20C 60yr ULSFortrac 35/20 Grid 16.2 kN/m 20C 120yr ULSFortrac 55/30 Grid 29.3 kN/m 20C 60yr ULSFortrac 55/30 Grid 25.4 kN/m 20C 120yr ULSFortrac 80/30 Grid 42.7 kN/m 20C 60yr ULSFortrac 80/30 Grid 36.9 kN/m 20C 120yr ULSFortrac 110/30 Grid 58.7 kN/m 20C 60yr ULSFortrac 110/30 Grid 50.8 kN/m 20C 120yr ULS+oD F &    F G ) ' Fortrac strength values include partial factors:60 year strength = 64% of short term strength120 year strength = 60% of short term strength{F cH \ B ỳ .㦲6". Ѐ See alsoReinforcement propertiesReinforcement geometry Reinforcement analysis and design optionsJG H 1H H kL Partial Factors of SafetyCcH H & :Partial Factors of Safety'H I $ FH 2K C T pbπ :LPartial factors are applied to their respective parameters before the analysis or design starts. All factor of safety or design calculations are performed on partially factored values. The use of partial factors facilitates the achievement of balanced designs and compliance with various codes of practice.Partial factors are discussed in detail under the following headings:Partial Factors of Safety on Soil StrengthPartial Factor of Safety on Soil WeightI AL V zsFv zj ߀Partial Factor of Safety on Surcharge Loadssee also Factor of Safety Analysis options and Earthquake forces Partial factors of safety on reinforcement properties*2K kL %  Z)AL L 1L M O Maximum Vertical Spacing of ReinforcementZ4kL M & hMaximum Vertical Spacing of Reinforcement Layers L *N , & This represents the maximum practical spacing appropriate to the type of reinforcement, having regard to code requirements, the construction sequence, integrity of the slope face, the use of facing materials etc.. ..M O S tF /Ѐ 㦲6 ỳsee also Reinforcement analysis and design options Reinforcement geometry Reinforcement propertiesK*N KO 1*KO O  Partial FoS on soil weightQ+O O & VPartial Factor of Safety on Soil WeightLKO . *= The program applies the same factor to both bulk deO O nsities (above and below the water table). All soil densities are multiplied by the specified partial factor before commencing the analysis or design. A partial factor greater than unity will lead to enhanced disturbing forces but also to an increase in sliding resistance for friction soils and increased pull-out resistance for frictional reinforcement. A partial factor greater than unity will not necessarily therefore lead to a reduced value of the calculated factor of safety.cO * " Values of partial factors on soil density should be obtained from relevant codes of practice. A cautious approach would be to try partial factors greater and less than unity. For example if you are obliged to assume a possible 5% error in the value of soil density then you should consider partial factors of 0.95 and 1.05 on soil density.see also \  = JFc zjPartial Factors of SafetyFactor of Safety Analysis options and Earthquake forcesR! l 1l f General non-circular slip surfaceK% & JGeneral non-circular slip surfaceAl * "/ General non-circular slip surfaces are defined as a series of straight line segments between points whose x-y coordinates are given in the data (ABCD, Figure 7b of the User Manual). The end points must be at ground level. For the two end points (A and D), only the x coordinates are required and the program deduces their y coordinates from the previously specified ground profile.New points on the slip surface can be added at any x coordinate position. The x coordinates of adjacent points must differ by at least 0.01 units.- % 2 2  The x coordinates of existing points may not be moved beyond their immediate neighbours. The end points may be moved outwards within the overall limits of the section.For the end points, the y coordinate (which must be at ground level) is calculated by the program. For intermediate points the program checks the y coordinate which is entered and displays a warning if the point is above ground level or the slip surface has a re-entrant shape at that point.Define a new point on the slip surface @  BN Ѻ LL@ Mp( OmFType Ctrl+N or select Insert from the popup menuError messagesThe non-circular slipe surface must be convex at all points. Re-entrant angles will be reported as data errors. All points on the slip surface must be above ground level. see also Slip Surface Type Circular slip surfaces Two part wedges Three part wedges Slip surfaces&% f # T#@ 1n  F Interslice friction/adhesion factorM'f  & NInterslice friction/adhesion factor( / : B + This parameter is required for reinforced soil analysis and design only.A value of zero would represent a rather conservative approach, corresponding to the assumption of zero wall friction in retaining wall problems.A value of 1/2 to 2/3 would be quite usual and is reported to produce reasonably economical reinforcement designs.The simple Janbu method (Horizontal interslice forces) has been modified to allow a certain amount of shear between the slices of the slipping mass.\ * " The amount of shear is expressed as a fraction of the horizontal force on the interslice face. It is assumed to act downwards from the up-slope side of the slice on to the down-slope side of the slice.As with Janbu's simple method, the calculation is still done in terms of horizontal equilibrium and so moment equilibrium is not guaranteed.K/ F : DF zjsee also Fa F f ctor of Safety Analysis options and Earthquake forcesD 1 ' Convergence failure=F & .Convergence failure& # *  ' T: ' : B This error may arise during 1) Load factor calculation Choose a different surcharge value.2) Spencer's method or Janbu with inclined interslice forces Use Bishop or Janbu simplified method. <  c 1c  Base angles4' & Base angle c } Ȁ# ]N e;  虀 Mp(The base angle is the inclination to the horizontal of the middle section of a three part wedge. A positive value represents a downwards slope towards the toe. You may specify a range of values defined by the first and last values and the increment.see also Wedge Angle Grid of wedge nodes Toe Exit Point Toe Exit Angle Manual wedge generationx6  B Tl LL@ OmF Two part wedges Slip surfacesb1 | 10| Data error - Negative vertical effective stresses[5 & jData error - Negative vertical effective stresses| - ( This condition arises due to excessively high water pressures. The water pressure at all elevations must be less than the total vertical pressure i.e. the weight of all soil layers plus any surcharges. M # 1# i Data modified since analysisF i & @Data modified since analysise# , ( If the data file has been edited since the results file was created then a warning is issued.i - ()The Results File based on data of 01-04-2003 15:31 may not correspond tothe Current Data last edited on 31-03-2003 15:45View anyway?D 1 6 Alt+C Help Contents7 6 & "Help Contents& \ # vE6 1 2 Click Help on the SLOPE desk top and select Help Contents?\  1 I Common tangent8 I & $Common tangent" k } ȀK  3 a=; 6'O 㦒| w? The common tangent may be horizontal or inclined. The two points which define the tangent may be anywhere on the tangent, not necessarily at the ends of the slope profile. There is obviously only one possible circle for each centre.see also Initial Radius and Increment of Radius Common point Radius Definition Grid of Circle Centres Extended Grid Option >I A R| Ѻ OmF# Circular slip surfaces Slip surfacesMk 7 17 } T Resize the graphical displayF } & @Resize the graphical displayb7 g 9:9:"The graphics display (data or results) can be resized for convenience of viewing:-choose View | Zoom + or type Alt+Up arrow or click the + button to increase the size of the displaychoose View | Zoom - or type Alt+Down arrow or click the - button to decrease the size of the displayAlternatively use the Maximize button in the bottom right corner of the plot to increase to maximum size or the Normalize button to return to the previous non-Maximized size. i;} T . ,v T Select a scale - this option is not available yet. = 1 ? Wedge Angles5T & Wedge Angley ? Ԁ # e;  Mp( LL@ OmFThe range of wedge angles is defined by the first value, last value and an increment.see also Grid of wedge nodes Toe Exit Point Manual wedge generation Two part wedges Slip surfacesE  1    Main menu - Format>?  & 0Main menu - Format  @ N5   Font SelectionAlt+OSelect a font for displaying a printing results Default FontRevert to the default font (Courier New 9pt.)C  1X  B Main menu - Edit<  & ,Main menu - Edit-t H @ w  0  *  *  ͞w ͞w  NewCtrl+NInsert new data item DeleteCtrl+XDelete data item CopyCtrl+CCopy data item to SLOPE clipboard PasteCtrl+VPaste data item from SLOPE clipboard UndoCtrl+ZUndo data edits RedoCtrl+RRedo data edits------------------------------------------------------------------------------ Y r ? ZZ  /HX  ت 8ހ Factor soil strengthsCtrl+FFactor soil strengths of selected soil types Reverse coordinatesCtrl+EReverse X-coordinates of all strata, surcharges, etc...------------------------------------------------------------------------------ Remove redundant grid linesCtrl+GRemove redundant grid lines Interpolate at current coordinateCtrl+IInterpolate at current Y-coordinateH B V z' A[ |  Y coordinate Interpolation modeAlt+YToggle the Interpolation mode On or Off see also Strata profile topic summaryCY 1 @ Main menu - File<B & ,Main menu - File  o 9      New Data SetStart a new data set OpenCtrl+OOpen an existing file SaveCtrl+SSave the current data file. Save AsSave the current data file under a new name- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - PrintSetupSelect printing options d C      Print Data listingPrint current input data Current selection - tabulated resultsPrint numerical output for current point / layer Current selection - graphical resultsPrint graphical output for current point / layer Print Report Review optionsReview selections for printing Print reportPrint selected results of the current analysis   [ [   Y( - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1.List of recently opened data files 2. - see Quick file open etc. . .- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -  @ 7 <  @ B   ExitAlt+XTerminate Slope execution- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - C 0A 1 0A lA N Main menu - View<@ lA & ,Main menu - View q0A vC J +}   +}   Select Common pointAlt+LSelect results for one common point or Exit point or one exit point or Reinforcement layeror one reinforcement layer Previous Common pointAlt+LeftSelect results for previous common point or Exit point or exit point or Reinforcement layeror reinforcement layer lA E k ?J +}    Next Common pointAlt+RightSelect results for next common point or Exit point or exit point or Reinforcement layer or reinforcement layer- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - GraphicsAlt+GMove focus to the graphical display vC G i oJ   Zoom PlusAlt+UpIncrease size of graphical display Zoom MinusAlt+DownDecrease size of graphical display Half screenAlt+V+HToggle the SLOPE window between full and half screenAlt+ZReduce the SLOPE window width in steps Select detailClick and drag to select part of the slope section for detailed viewing Deselect detailDouble ClickRevert to showing the whole slope sectionVE I S tJ    Plot Options Colour shading of strataToggle display of colour shading on data plot Soil DescriptionsToggle display of soil descriptions on data plot Grid of Centres (Wedge nodes)Toggle display of Grid of centres (Wedge nodes) View FoS for current grid pointResults are shown on the Messages/Details page- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - p G fL e J      DataAlt+DSelect Data input mode Previous Data Block Shift+Ctrl+TabDisplay previous data block for editing Next Data BlockCtrl+TabDisplay next data block for editing- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Summary resultsAlt+SView Summary output Selected resultsAlt+RView brief results for all slip surfaces through one Common point (Exit point)gI N U x%J    Messages / Details View messages generated during analysis or details at selected grid point Data ListingAlt+NView complete data listing- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - View ReportAlt+TCreate and View Reports- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - GfL O 1O TO  Main menu - Analysis@N TO & 4Main menu - AnalysiskO  L h &   AnalyseAlt+AAnalyse current data Interrupt analysisAlt+IInterrupt TO  N analysisCTO Z 1Z Main menu - Help< & ,Main menu - HelpZZ b      Context sensitive HelpF1Get help relevant to the current data item or activity Help IndexAlt+HGet help on a topic of your choice AboutInformation about SLOPE E-mailSend an e-mail to Geosolve< , 1I, ` x Popup menus4 ` & Popup menu, x U x +  3 =_ Right click in any part of the screen to see a popup menu which offers assistance and a selection of editing facilities and help similar to those available from the main menu.C` 1L  Method of analysis<x & ,Method of analysisI @ 1 01  Choosing a method of analysisFor most purposes circular slips can be analysed satisfactorily using Bishop's Simplified method. If the out of balance horizontal force seems likely to cause significant errors it is recommended to locate the most critical circle using the Simplified method (for speed of computation) and then check the factor of safety for the critical circle using the method of Inclined Interslice Forces.For two and three part wedges it is recommended to use Janbu's method with Horizontal Interslice Forces.` ߇ ? L IaFor general non-circular slips - especially when they are long and shallow - it is recommended to use Janbu's method with Inclined Interslice Forces.When soil reinforcement is specified the only permitted method is "Janbu's method for reinforced soil" The program offers the following choice of methods of analysis:Swedish Circle method/@ ܀_F2t ĀTopic summary Create a Piezometric GridDefine a new Row or Column in the piezometric grid.Ground Water Conditions\+ 1{ ^ Cohesion ratio of NC undrained soil, Cu/p'U/ ^ & ^Cohesion ratio of NC undrained soil, Cu/p'  ~ 2 2  Strength-overburden pressure ratio, Cu/p'This method of defining undrained shear strength is applicable to undrained failure in normally consolidated cohesive soils where the undrained shear strength is proportional to the effective overburden pressure (Bjerrum 1973). The shear strength at a point on the slip surface is evaluated by the program by calculating the vertical effective stress (total vertical stress minus the pore pressure) and multiplying by the given value of Cu/p':R#^ / .F 2 t(max) = sv'.(Cu/p') ~ % g Cu/p' is dimensionless and may take any value from zero to 10 although it is usually less than unity (Bjerrum 1973). No other strength information is required for the stratum.H 1l 1 3Reinforcement ElevationA 1 & 6Reinforcement ElevationD  7 <R ~3r The position of a layer of reinforcement is defined by its elevation, inclination to the horizontal and the x-coordinates of the ends of the layer. For inclined reinforcement you must also define which end of the layer (left or right) is the one to which the given elevation applies - this is normally the exposed end of the layer i.e. where the layer of reinforcement meets ground level.Reinforce1  ment layers may be entered in any sequence of elevations. The program automatically sorts them into vertical order.1 }H ^iR  Graphical user interfaceYou can edit the elevation and inclination of a layer of reinforcement by clicking and dragging. Move the mouse cursor to a point near (but not at) one end of the reinforcement layer until you see the vertical double headed arrow. Click and drag. To change the elevation you should be near the end for which the elevation is defined. To change the inclination you should be near the other end.3 /B 㦲6 ~3r 6Ё c ^>rv ỳsee also Reinforcement Geometry Reinforcement Inclination Reinforcement Length (X coordinates) Reinforcement Anchorage Condition Reinforcement Type Define a new Reinforcement LayerReinforcement PropertiesH}{1f{Manual wedge generationW13& bManual wedge generation - 2 and 3 part wedgesF{ `e;]N虀;Agu߀LL@OmF/Topic summary Parameters for two and three part wedges Grid of wedge nodesWedge AngleToe Exit PointAdditional parameters for three part wedges onlyToe Exit AngleWedge Base Angle see also Automatic Wedge Generation Two part wedges Slip surfaces&# /EL1xL Reinforcement LengthK%& JReinforcement Length and Location/L E X The horizontal location of each layer is defined by the x-coordinates of the ends of the layer. Usually one end of each layer is at the slope face but this is not a requirement. There is special help in locating the x coordinates at the slope face:-1. Move the cursor to an x-coordinates in the above table 2. Press to start entering a new value 3. Press to see the special help screen on x coordinates:- 4. Select one of the suggested x-coordinates.& # ]* I 3 6TB 㦲6see also Reinforcement Geometry < l /~3r  c ^Reinforcement ElevationReinforcement Inclination Reinforcement Anchorage ConditionReinforcement Type _I  C VB ỳ Ѐ Reinforcement Properties Reinforcement analysis and design optionsG< % 1 % e CReinforcement Strength@ e & 4Reinforcement Strength% gX ~U;e j Tensile strength - sheet/grid reinforcementThis is the tensile strength of the material as measured in laboratory tests. Characteristic or Minimum strengths may be used in conjunction with the appropriate partial factor of safety on tensile strength. The Tensile strength of sheet or grid reinforcement is defined as Load per unit width e.g. kN per m run.SLOPE includes a data base of grid reinforcement data. You can select a reinforcement type from the data base and insert its properties into the currently selected reinforcement type. Press F1 while editing the Reinforcement description or Tensile strength and select from the list of pre-defined types.'e $ BgBU xO ;e;eTensile strength - strip reiB nforcement This is the tensile strength of the material as measured in laboratory tests. Characteristic or Minimum strengths may be used in conjunction with the appropriate partial factor of safety on tensile strength. The Tensile strength of strip reinforcement is defined as Load per strip e.g. kN per strip.Tensile strength - soil nailsThis is the tensile strength of the material as measured in laboratory tests. Characteristic or Minimum strengths may be used in conjunction with the appropriate partial factor of safety on tensile strength.. The Tensile strength of soil nails is defined as Load per nail e.g. kN per nail.(B$ }BC_ B ỳ .㦲6". Ѐ See alsoReinforcement propertiesReinforcement geometry Reinforcement analysis and design options FBC1CDEReinforcement Spacing?CD& 2Reinforcement Spacing|CD4 8 :w The distance between centres of Reinforcement Strips or Nails in the same row. See Reinforcement Width for detailsDEc B ỳ .㦲6". Ѐ See alsoReinforcement propertiesReinforcement geometry Reinforcement analysis and design options CDE19E0F8HArtesian pressures<E0F& ,Artesian pressuresE8HM hw>߂ ĀArtesian pressures are modelled by assigning a piezometric surface to the relevant stratum or strata. On the graphical display the piezometric surface will be plotted as a dotted line (possibly above ground level) representing the artesian pressures The dotted line is annotated with a bracketed number(s) indicating the stratum or strata to which the piezometric surface has been assigned.see also Ground Water ConditionsE0F}H1N}HHIUnit Weight of Water>8HH& 0Unit Weight of Water}HIP n'̶@ ĀThe units must be the same as those used for unit weight of soil, typically kN/m3, lb/ft3 etc..Unit weight of water is found in the Titles data block.see also Ground Water ConditionsJH"J1"JeJԀReinforcement InclinationCIeJ& :Reinforcement Inclination."JL'  This is the inclination (in degrees) of a layer of reinforcement to the horizintal. The angle is positive when it has a positive gradient in the x-y coordinate system i.e. when the reinforcement slopes upwards to the right regardless of the direction of the slope.If the inclination is non-zero then you must also define which end of the layer (left or right) is the one to which the given elevation applies - this is normally the exposed end of the layer i.e. where the layer of reinforcement meets ground level.&eJL# LNC TcR  Graphical user interfaceYou can edit the elevation and inclination of a layer of reinforcement by clicking and dragging. Move the mouse cursor to a point near (but not at) one end of the reinforcement layer until you see the vertical double headed arrow. Click and drag. To change the elevation you should be near the end for which the elevation is defined. To change the inclination you should be near the other end.&LN# ]*N0O3 6TF 㦲6see also Reinforcement GeometryN4g # 6Ё c ^Reinforcement ElevationReinforcement Length (X coordinates) Reinforcement Anchorage C0O4IonditionReinforcement Type ^0OԀB TF ỳ Ѐ Reinforcement Properties Reinforcement analysis and design optionsI41GReinforcement PropertiesBԀ_& 8Reinforcement Properties'$ F%_; D  Typical data listings for the different reinforcement types are shown belowSheet and grid reinforcement Reinfor Reinfor Tensile Width Friction coeff. Adhesion -cement -cement strength or diam. Direct sliding (kN/m2) type material ( Anchorage) (Spacing) (Pull-out) ( strength ) m 1 Sheet 30.00kN/m 1.000 0.431 5.00 …6 :  ( 30.00 ) ( 1.000 ) ( 0.431 ) 2 Sheet 25.00kN/m 1.000 Interaction coeff. = 0.900 ( 25.00 ) ( 1.000 ) Strip reinforcement Reinfor Reinfor Tensile Width Friction coeff. Adhesion -cement -cement strength or diam. Direct sliding (kN/m2) type material ( Anchorage) (Spacing) (Pull-out) Շ8 >  ( strength ) m 1 Strip 30.00kN 0.100 0.500 5.00 ( 30.00 ) ( 0.900 ) ( 0.500 ) 2 Strip 27.00kN 0.100 Interaction coeff. = 0.850 ( 27.00 ) ( 0.900 ) Soil nails-…- ( Reinfor Reinfor Tensile Width Friction coeff. Adhesion -cement -cement strength or diam. Direct sliding (kN/m2) type material ( Anchorage) (Spacing) (Pull-out) ( strength ) m ( Alpha ) 1 Nail 50.00kN 0.150 0.000 90.00 ( 50.00 ) ( 1.500 ) ( 0.000 ) ( 0.50 ) Parameters for nails in Cohesive soilA ՇC8 > Reinfor Reinfor Tensile Width Friction coeff. Adhesion -cement -cement strength or diam. Direct sliding (kN/m2) ( strength ) m (A factor) 1 Nail 50.00kN 0.150 0.700 0.00 ( 50.00 ) ( 1.500 ) ( 0.700 ) ( 1.50 ) Parameters for nails in Cohesionless soil Reinfor Reinfor Tensile Width Friction coeff. Adhesion R2 2. -cement -cement strength or diam. Direct sliding (kN/m2) type material ( Anchorage) (Spacing) (Pull-out) ( strength ) m 1 Nail 50.00kN 0.150 Interaction coeff. = 0.900 ( 50.00 ) ( 1.500 ) Parameters for nails in mixed soils using Interaction Coefficient&Cx# ORA RF c7"2"Topic summaryReinforcement Material TypeReinforcement DescriptionU!x]4 8BB j Reinforcement Data Base *y 0F׀".,:ǀ".:w"WDyٶ488H'2FR ?]Ԁ"Reinforcement StrengthReinforcement Anchorage StrengthReinforcement Width (Diameter)Reinforcement SpacingSoil-reinforcement Interaction OptionsInteraction coefficientPull-out resistance (soil-reinforcement)Direct sliding resistance (soil-reinforcement) Soil-reinforcement adhesion"A" factor for nails in granular soilQ]o F(5x, 㦲6 Ѐ ߀Alpha factor for nails in cohesive soilDefine a new reinforcement typesee alsoReinforcement geometry Reinforcement analysis and design options Partial factors on reinforcement propertiesc2G1 2d/Soil-Reinforcement interaction limit flagV%14"A" factor for nails in granular soilO)G& R"A" factor for nails in granular soil27 <8H Values of A(nail) for grouted anchors/nails have been found in practice to be not less than unity and even with tremmie grouting, values of 1.5 are commonly used for design.See Pull-out resistance for a full definition of all parametersyX B ỳ .㦲6". ЀSee alsoReinforcement propertiesReinforcement geometry Reinforcement analysis and design options?.1.fCSurcharge Type8f& $Surcharge Type`.O l#  Line and Distributed loadsThe magnitude of surcharge loads may be defined as either:a) Line load - expressed as load per unit length perpendicular to the section being analysed.b) Distributed load - expressed as force per unit plan area.The data listing indicates the type of load with "D" or "L".For narrow loaded areas method (a) is preferred whereas for large areas method (b) is more suitable. In the data printout (see above) each load is expressed as a line load and its equivalent distributed load.}<fCA Rx R Ӻsee also Surcharge loads Surcharge MagnitudeD1 Grid of wedge nodes=C& .Grid of wedge nodesWA P- 㦒|  A wedge node is the point of intersection of the two parts of a two part wedge.A grid of wedge nodes is a rectangular array of points defined in the same way as a grid of circle centres. i.e. the rectangular grid is specified by the coordinates (x1, y1) of the corner of the grid, the grid spacing and the number of grid lines in the x and y directions.The grid increments must be positive and can take any value between 0.1 and 1000 units. The number of grid lines in each direction can have any value from 1 to 100. x  ]N  Mp( LL@ OmFsee also Wedge Angles Toe Exit Point Manual wedge generation Two part wedges Slip surfacesCc1cpSurcharge Position< & ,Surcharge PositioncS2 2  X coordinates of loaded areaEnter the X coordinates which define the extent of the loaded area (Loaded area, from / to). ;, (/see also SpT vR㫇F Ӻ ӺSurcharge loadsSurcharge type - Line load or Distributed loadVertical surcharge magnitudeHorizontal surcharge magnitudeA1  Results graphics:p & (Results graphics p7 <  The display changes according to the currently selected Common point (circular slips) or Exit point (wedges).Summary graphicsThe graphical display shows the critical slip surface through each of the Common points or Exit pointsThe Common points (or Exit points) are numbered in red corresponding to the numbering in the tabulated results.Factors of safety are shown at each point on the grid of centres (or wedge nodes). The factors of safety are colour coded.A ^@ N 㘔  The value of FoS shown at each grid point is the minimum of all the slip surfaces relating to that grid point (subject to any exclusions)Selected resultsThe graphical display shows the critical slip surface through the currently selected Common point or Exit points.The Common point (or Exit point) is numbered in red corresponding to the numbering in the tabulated results.Factors of safety are shown at each point on the grid of centres (or wedge nodes). The factors of safety are colour coded.D8 >] 㘔 The value of FoS shown at each grid point is for the slip surface relating to that grid point (subject to any exclusions)View details for a particular slip surfacel^1 0PV 1) Move the mouse over a grid point.2) Observe the text display at the bottom left corner of the graphics box change to show the current grid coordinates and Factor of Safety.3) Right click and select "view detailed results for X = , Y = "4. Full output for the selected slip surface will be listed on the Details/Messages pageReinforced soil designD)  The graphical display shows the critical wedge through the end of each layer of reinforcement. The total required reinforcement to stabilise each wedge is shown opposite the end of the reinforcement layer.see also {h Rrj@ـ讀Viewing data / results Data graphicsResults graphicsInterpretation of resultsFormatting outputD 1 K !Surcharge Magnitude=K & .Surcharge Magnitude ; M hG    Line LoadThe specified line load is assumed to be distributed uniformly over the specified loaded area.Distributes Load - VerticalOn a level ground surface the magnitude of a distributed vertical load is equal to the normal stress on the ground surface. For inclined ground the magnitude given in the data represents the load per unit width of the loaded area.Distributes Load - Horizontal The magnitude of a distributed horizontal load is equal to the shear stress on a horizontal ground surface. However when the ground surface is not horizontal great care must be exercised in specifying distributed loads as illustrated in User Manual, Figure 6c.pHK  (  A horizontal force of 60kN per metre run is distributed over the nearly vertical face AB. The horizontal width of the loaded area is only 0.3m and so the equivalent distributed load to be entered in the data would be 200kN/m2. In this case it would be better to enter the load as a line (strip) load of 60kN per metre run.(;  % N !/ .> R see also Surcharge loadsZ) {1{`ESearch for Minimum or Maximum Load FactorS-!& ZSearch for Minimum or Maximum Load FactorG{!AF Z When calculating Factors of Safety on applied surcharge loads the program needs to know whether to search for a minimum or maximum factor of safety. For Bearing capacity and Passive pressure problems, the critical load factor i!A!s the smallest factor which will cause failure. However, for Active pressure problems the aim is to find the largest pressure on the wall and so the critical load factor is the largest one which causes failure. The following table summarises the use of these options:-+LA&   m#!AAJ#dF3  ( Type of problem:Search for:BLACBH#`3  TBearing capacity or Passive pressureMinimum load factor m)ABD#XR3  &Active pressure Maximum load factorgCBCD, & Care must be exercised in the case of earth pressure calculations, because of the two different states of limiting equilibrium - Active and Passive. The magnitude of the applied loads specified in the data must be somewhere near the value corresponding to the required failure condition, in order for the calculation to converge to the desired result. B`ES tF zjm2 GI*see also Factor of Safety Analysis options and Earthquake forces Calculate Factor of Safety on Soil Strength or Surcharge Loads Direction of failure during Load Factor calculation> CDE1EEUGCreate report7`EE& "Create reportIEUG7 <㐈Create report creates a report file in RTF (RichText Format) in the same folder as the data is stored.RTF files can be processed and printed by a wide variety of softare packages including Word Pad (available on all Windows machines), MS Word and many other non-Windows programs. See also Creating and printing reports< EG1GG8IView Report5UGG& View reportr1G8IA Pc㐈View Report causes SLOPE to launche WordPad or MS Word to allow you to view the report. You can use WordPad or MS Word to edit and print the report. To return to SLOPE, either:Close the RTF file orClick on the SLOPE icon on the Windows taskbar.See also Creating and printing reports= GuI1CuIIJPrint report68II&  ;Print reportuIJB R㐈Print Report causes SLOPE to launche WordPad or MS Word and print the report to your default printer.To edit the report befor printing select View Report.See also Creating and printing reportsKIK1#KLK>MFrequently Asked QuestionsDJLK& <Frequently Asked QuestionsK>MP nE   XPlease refer to the FAQ page on the Geosolve website at www.geosolve.co.uk/faq.htmThis can accessed conveniently from within the SLOPE program by clicking on Help | Visit Geosolve website | FAQ'sFor unresolved questions please contact Geosolve. You can send an email by clicking Help on the main menu and selecting "E-mail to Geosolve" For installation problems click here Trouble shooting : LKxM1xMMRu values3 >MM& Ru valuesoxMnH ^ 㽔\ۀ Ru value is one of the optional parameters which can be associated with an individual stratum as discused in Piezometric data associated with a stratumIn the absence of detailed information about the pore pressure distribution in a particular stratum (e.g. the core of a dam), it may be convenient to define the pore pressures in that stratum in terms of an Ru value. Ru may take any value between 0.001 and unity.Where an Ru value has been specified for a stratum (see Soil Properties) the pore pressure, Mn>MU, on the slip surface in that stratum is calculated by the program according to the equation:-&M# 2 nƀ&  U = p.RuqJ b  Ā where p is total overburden pressure. An Ru value takes precedence over water table data and piezometric data when calculating pore pressures within the stratum to which the Ru value applies. The Ru value specified for one stratum does not affect the calculation of pore pressures in other strata.see also Ground Water Conditions Soil propertiesBƀÂ1RÂThree part wedges;& *Three part wedgesYÂWk  e; ]N ;A 虀  Three part wedges are suitable for analysing:a) long shallow slides b) deep seated slips where geological conditions indicate that the slip must be noncircluar with a substantial part of the middle section following a plan surface.Groups of wedges can be analysed by defining a rectangular grid of wedge nodes. For each wedge node a number of different wedges can be analysed by specifying ranges for wedge angle , base angle , toe exit angle and toe position.; D  < A three part wedge is defined by the same parameters as for a two part wedge plus the base inclination, a, and the exit angle, e.AW`1`oTrouble shooting:& (Trouble shooting`oI `   3 For help on trouble shooting installation problems please download the Help file at www.geosolve.co.uk/INSTALL_FAQ.HLPFor other topics please refer How to use Help in this help file or click on Help at the main menu within the program.For unresolved questions please contact Geosolve. You can send an email by clicking Help on the main menu and selecting "E-mail to Geosolve"j9و1)و<4Select part of the graphical display for detailed viewingc=o<& zSelect part of the graphical display for detailed viewingو0I `Y "  When the mouse cursor shows as you may click and drag to select a part of the graphical display for detailed viewing.A dashed rectangle indicates the selected area. It will often be necessary to view a detail in this way in order to perform interactive editing or to confirm the effect of previous edits on the geometry.Double click anywhere on the graphical display to restore display of the whole section <4; DR 㐈 Graphics in ReportsAll graphical output in reports will show the currently selected detail. Make sure you have selected the appropriate section of the slope profile before creating a report.I0}1t }ŌGraphical User InterfaceH"4Ō& DGraphical User Interface (GUI)'}$ BcŌv'  The graphical display can be manipulated in various ways as described in the following topics:Dn B ; NO j( A 㲒ـ Resize the graphical displayBring graphics to frontSelect part of the graphical display for detailed viewing Toggle colour shading of soil strataToggle display of soil descriptionsv/ ,wJ  Some data items can be edited interactively.The SLOPE GUI will not work unless you enable the "True color"or "High color" palette. You can change the current setting by selecting:d>& |Control Panel | Display | Settings | Color palette 4 &:# ( GJ Generally you point to a data item then click and drag. As you move the cursor over a data item (which can be edited interactively) the cursor will change from5:O nrB """"  to or or )  When you click, you will see the current edit menu change to show the data item which was selected and a box appears in the control panel at the bottom of the graphics display. It shows the name of the item and its x or y coordinate (or both) which can be dragged. The coordinate values in the box are updated as you drag the data item. The edit menus (top left of screen) are only updated when the mouse button is released. Press Ctrl Z to undo an edit.Ds $B L3Ӏ $ڀ @, >߂ b; O 㦲6㦒|a=;The following items can be edited by clicking and dragging:Grid line coordinatesStrata elevationsGround water levelPiezometric surfaces Piezometric grid coodinatesSurcharge positionsReinforcement geometryCircular slip surfacesGrid of circle centresCommon pointsH1 2. 1GCommon tangentGsLJ dB e;m2 and 3 part wedges Grid of wedge nodesExit pointsNR tFrj+}See alsoData graphics Results graphicsResults selection&L#  ?Q1QBatch Analysis8& $Batch Analysisj9Q1 2r  This option is not availabe in SLOPE version 12 ?212~ Strata profileL#~) "F.Strata profile - topic summarylA2+ &F The Strata profile is dealt with under the following topics6~~  >>0ny   L3Ӏ  8ހ#A[  تv $ڀ 㱖. >߂ Strata profile - definitions Coordinate System Grid Lines Interpolate at current coordinate Y coordinate Interpolation Mode Remove redundant grid linesAssigning soil properties to a stratum Strata Profile - editingGraphical User InterfacePiezometric Surfaces for piezometric data associated with a stratumEe1 ePerched Water tables> & 0Perched Water tableseK dI>߂ Ā Perched water tables are easily modelled by specifying a piezometric surface associated with the relevant stratumsee also Ground Water Conditions< 1qExit points5& Exit pointsFI14+ICurrent release notes?& 2Current release notesI`7 Release notes for SLOPE version 12.03 Revision A15.B11.R40 10 August 2010New features 1. Minimum permitted enclosed angle in 2 or 3 part wedgesi>+ $}PJ> This option permits the user to avoid considering implausible slip surfaces with small enclosed angles between the parts of the wedge. The absolute minimum permitted value for this parameter is 90 degrees but a value of 100 or 110 degrees is more suitable in most cases. For three part wedges an additional restriction may be placed on the minimum value of `the angle subtended at the intermediate wedge points from the ends of the slip surface as shown below: For three part wedges the restrictions apply to both internal angles and both subtended angles.`4 6g>=>2. The Factor of Safety selection options are now stored as part of the data fileBug fixReinforcement inclination of new layers was not set during reinforcement designgA#& =_____________________________________________________________0 .Release notes for SLOPE version 12.02 Revision A14.B10.R38 17 December 2008Bug fixes 1. New reinforcement geometry parameters were not shown in data listing.2. Various data checks relating to inclined reinforcement have been improved.3. The blue box containing the FoS selection options has been moved to the right side of the screen for greater readabilitytK#H) " _____________________________________________________________________a/ .Release notes for SLOPE version 12.02 Revision A13.B09.R38 28 January 2008Bug fixesmHp+ $PJ1. Repeated messages about Data Conversion could occur when reading some older data files. This error was introduced in the previous revision of October 20072. Revised data check for conflict between pull-out strength and soil strength. False error messages supressed when cohesion and adhesion are both zero.3. "Factor all soil strengths" option reinstated. vL* $ _____________________________________________________________________g'pM@ NORelease notes for SLOPE version 12.02 Revision A12.B09.R36 11th October 2007Major revision - Inclined reinforcement.Soil reinforcement may now be defined as inclined to the horizontal. This will greatly facilitate the analysis and design of Soil Nails. See Example Demo8.dat.]7& n___________________________________________________"M . *Release notes for SLOPE version 12.01 Revision A11.B08.R35 26th April 2007Bug fixInappropriate choice of reinforcement spacing in some designs when the slope face was very steep. This led to difficulties in obtaining a solution.d;0 ) "vPJMinor changes to verification of network installations]7  & n___________________________________________________|U0  ' Release notes for SLOPE version 12.01 Revision A11.B07.R33 30th June 2006& / #   . *PJBug fix1) Pasted text in data input could have non-standard characters2) Improved copying of graphics to Windows clipboard_8/ = ' p___________________________________________________ K4 6Release notes for SLOPE version 12.01 Revision A11.B07.R32 8th January 2006Major revisionThe facility to import drawing files (dxf and dwg) is now supported. This facility, although included in version 12R when it was released in February 2004, has not worked properly. It is now fully operational.Minor bug fixesReport options are greyed out as appropriate.Colour graphics in reports was not controlled by the colour graphics buttons in the Report menu.q=  @+ $Minor changes to the font and layout of the diagrammatic display of Factors of SafetyImprovements to the plotting of piezometric surfaces.General non-circular slips are fully displayed on graphical output.Negative values in a piezometric grid are now displayed as dashed lines.Improved interactive graphics to deal with a wider range of colour display monitors.K @]7Ki@& n___________________________________________________ @+A. *)Release notes for SLOPE version 12.01 Revision A09.B06.R30 29th April 2005Bug fixOccasional errors in display of text in Memo boxes.]7i@A& n___________________________________________________+AB6 :?Release notes for SLOPE version 12.01 Revision A08.B06.R29 10th April 2005Bug fixThe program would hang when using a monitor with a resolution greater than 1024 x 768 pixels._8AB' p___________________________________________________BC6 :1@Release notes for SLOPE version 12.01 Revision A07.B06.R29 22nd March 2005Display of data and resultsImproved colour graphical display.]7B D& n___________________________________________________}CE7 <@Release notes for SLOPE version 12.01 Revision A06.B06.R27 9th January 2005Bug fixA bug was introduced in Revision A06.B05.R27 of 31.08.04 in relation to the graphical output from reinforcement designs. Display of critical wedge information at each reinforcement elevation was disabled. The actual design was not affected and the tabulated results were correct.^8 DF& p ___________________________________________________E8HB R@Release notes for SLOPE version 12.01 Revision A06.B05.R27 31st August 2004Improved strata editingThe editing of grid line coordinates in complex profiles is improved.When Y-coordinate interpolation is on (Alt+Y to toggle) the adjustment of a grid line coordinate is accompanied by automatic adjustments to some of the strata coordinates so that straight line segments (of strata, water table and piezometric surfaces) remain straight where possible. F?J< FThe rule applies both when the grid line coordinate is adjusted numerically via the table or interactively via the graphics. The modification gives a more intuitive feel to grid line editing.When Y-coordinate interpolation is off there are no adjustments to strata coordinates and so kinks may be formed in strata which were previously straight.New grid lines can be inserted anywhere within or outside the existing limits of the cross-section.8HL4 6@@Display of results - new optionThe option which allows you to omit plotting of the grid of circle centres (or wedge nodes) is now available when viewing results (previously only while viewing the data). The effect is to omit both the grid of centres/nodes and the associated Factors of Safety. This may be particularly useful for wedge analyses where the grid of wedge nodes and Factors of Safety tends to obliterate the slip surfaces.Display of dataWhere the slip surface data defines only a single wedge (no ranges for grid of wedge nodes, wedge angle etc...) the single slip surface is automatically displayed in the data plot. 9?J/M* $@Bug fixesF LuN< FPH1. The use of the Factor of Safety on Surcharge Loads option for the investigation of passive failure loads was liable to convergence errors.2. An @ character in the job title or soil description had an unpredictable effect on the layout of data listings.b9/MN) "r ___________________________________________________uNE X3Release notes for SLOPE version 12.01 Revision A05.B04.R26 19th April 2004This revision corrects a bug in the use of Factor of Safety on Surcharge Loads.There was no problem in the simple case of FoS on SurchargesN = 1For values of FoS on Surcharges not equal to unity, the program would multiply the surcharges by the specified Factor of Safety during the analysis (as expected) but at the end of the analysis the data values in the original data file would be left factored! Please note that output listings were totally consistent - the data listing matched the results. The problem arose if the data was re-analysed as described below. .N4 6When re-analysed, the already factored surcharges were factored again! The output listings were still (internally) consistent (data and results match up) but the surcharges values were factored compared with those in the original data file. b9Q) "r ___________________________________________________R- (Release notes for SLOPE version 12.01 Revision A02.B03.R24 March 2004This revision corrects a bug which caused the analysis to halt if there were more than 30 slices in any particular slipping mass.b9Q) "r ___________________________________________________R- (Release notes for SLOPE version 12.01 Revision A02.B02.R24 January 2004This revision includes a variety of minor improvements in the performance of the GUI and the layout of the listed results.b9) "r ___________________________________________________g6 <Release notes for the first windows version are to found at SLOPE version 12.01 (and 12R.01)d31>p}Direction of failure during load factor calculation]7p& nDirection of failure during load factor calculationy+ & SLOPE version 12 introduces an additional parameter when calculating Factors of Safety on applied surcharge loads.pщ; D t  When calculating factors of safety on surcharge loading you must specify the direction of failure i.e. Left to right or Right to left. This avoids any possible ambiguity about the type of failure mechanism e.g. active or passive.Be careful to specify the appropriate search criterion ( Search for Minimum or Maximum Load Factor ) to match the direction of failure.see also r}: DFm2 tCalculate Factor of Safety on Soil Strength or Surcharge LoadsSearch for Minimum or Maximum Load Factorg6щ1DMinimum permitted enclosed angle in 2 or 3 part wedges`:}D& tMinimum permitted enclosed angle in 2 or 3 part wedgesz@: B This option permits the user to avoid considering implausible slip surfaces with small enclosed angles between the parts of the wedge. The absolute minimum permitted value for this parameter, e, is 90 degrees but a value of 100 or 110 degrees is more suitable in most cases.For three part wedges an additional restriction may be placed on the minimum value of the angle, e3 , subtended at the intermediate wedge points from the ends of the slip surface as shown below: For three part wedges the restrictions apply to both internal angles and both subtended angles.1D- * " F515teFactor soil strengths?t& 2Factor soil strengthsu!5T vCpbπYou can factor the strengths (cohesion and friction) of selected soil types.Type Ctrl+F in data input mode or select Edit | Factor soil strengths from the main menu.Strengths of the selected range of soil types are all multiplied by the given factor. To reduce the strengths, specify a factor less tthan unity.Use this facility for factoring the strengths of some but not all the soil types. Factoring the strength of all soil types can be achieved more simply by specifying one or more Partial factors on soil strength.p=te3 6z͞wLike all other edits, the Undo facility can be used.F1Reverse X-coordinates?e& 2Reverse X-coordinatesJ bI͞wType Ctrl+E in data input mode or select Edit | Reverse coordinates from the main menu.All X coordinates (strata. water tables, reinforcement etc..) are inverted (multiplied by -1) with the effect that the slope section is reversed.The effect is purely visual and is useful for presentational purposes only. The results of analyses are unaffected.Like all other edits, the Undo facility can be used.L$1$iPRemove redundant grid linesEi& >Remove redundant grid linesR$O l  Type Ctrl+G in data input mode or select Edit | Remove redundant Grid Lines from the main menu.The presence of redundant grid lines is reported in the data warnings. A redundant grid line is one at which there is no change of slope in any of the strata, GWL or piezometric surfaces. Their removal is recommended.However:When you want to create a new kink or bump in one of the strata (or water tables) you will of coursea) first create a new grid line (which will be reported as "redundant")./iPf _ |8ހ#A[ b) then change the Y coordinates of one or more strata (or water tables) at the new grid line. The redundant grid line warning will immeditaely disappear.see also Strata profile topic summary Interpolate at current coordinate Y coordinate Interpolation mode T#1bInterpolate at current Y coordinateN(P& PInterpolate at current Y-coordinate&# 6 : Type Ctrl+I while editing the strata (or water table) or select Edit | Interpolate... from the main menu. Unwanted kinks and bumps in the strata (or ground water) profile can be removed.S t PHA[j(1. Click the Strata tab to edit the strata profile or the GWL tab for ground water profiles2. Make sure Y Coordinate Interpolation mode is On. (There will blank cells in the tabulated data where Y coordinates are interpolated).3. In order to edit small details you will find it convenient to select part of the profile for detailed viewing.4. Select the data cell at which the bump in the stratum (or water profile) is to be eliminated. This must be a non-blank cell. (Interpolating at a blank cell would of course have no effect since a blank cell represents a point where there is by definition no kink in the stratum).l;[1 0wPH5. The cell can also be selected by moving the mouse cursor over the appropriate point on the graphical display of the slope.6. Type Ctrl+I and confirm.7. If all went well the 2 straight line segments which met at the selected point will now have been flattened into a single straight line segment, thus:@: DPH" " [) {PH There are, however, exceptions. Attempting to interpolate at the red arrow will result in an incomplete interpolation as the upper stratum wraps itself round the lower stratum, thus@: DPH" "( % PH Pn3z; FfX>H|see also Strata profile topic summaryW N l>.0.ت".A[ Remove redundant grid lines Y coordinate Interpolation mode Pzo1otY coordinate Interpolation modeJ$& HY coordinate Interpolation mode :oA P"Coordinate values are stored for every stratum (and water profile) at every grid line. However the only values of interest to the user ar those at which there is a change of slope (i.e. a kink) in a particular stratum.The strata coordinates are displayed and edited in one of two modes:(a) Interpolation ONInterpolated y coordinate values are not displayed. Changes to a Y coordinate cause neighbouring interpolated values to be recalculated so that straight line segments remain straight.1 0Changes to the X-coordinates of grid lines affect those strata (and water profiles) which have interpolated values at the edited grid line i.e. Their Y coordinates are adjusted so that straight segements of the profile remain straight.Blank cells in the tabulated data represent points within straight line segments of the strata profile.Non-blank cells represent points at the ends of straight line segments of the strata profile.(b) Interpolation OFF.:tE Xw"All coordinate values are displayed. Changes to any single Y coordinate do not affect others. The warning message"Interpolation OFF, interpolated values will not be adjusted"is displayed as soon as you begin to edit a Y coordinate value. Press Alt+Y to toggle between the two Interpolation modes.b11 15AFactor of Safety selection and tabulation options[5t1& jFactor of Safety selection and tabulation options - ( Brief results are tabulated for all or some of the slip surface analysed.The selection and tabulation options allow you to control the level of detail. The options are in two categories:I1i 2 4.PH 1) Exclusions g  '  You can set criteria to exclude some slip surfaces from the tabulated results altogether. They are Mi D H ^ PH [ JHa) Ignore slip surfaces where the interlock value in any slice is less than a specified value. The limitations of the method have been investigated by Whitman and Bailey (1967) who conclude that it can occasionally give misleading answers. An important case is that of 'interlock'. This arises in the case of deep slips with a low factor of safety where the toe of the slip surface passes through a frictional material. The program prints a warning message if the results are likely to be in error.W$  3 4IPH  b) Ignore slip surfaces where the slipped mass is less than This allows you to exclude slip surfaces from consideration because they are trivial.Slip surfaces excluded in this way do not feature in the selected results, summary results.or graphical output.7D  & " 2) Selections( . * You can set select the number brief results tabulated for each exit point. The number of results can be restricted in a variety of ways Results not listed because of the Selection criteria will still feature in Summary and Graphical results.   A4 6  Colour optionsThe graphical display of results shows a grid of Factors of Safety. The values are colour coded from red via yellow through to green to indicate the criticality of the result. Colour coding  Atoptions allow you to override the default settings to achieve a more suitable colour scheme. When searching for Maximum factor of saftey in a load factor calculation, the colour scale is inverted with red representing the largest factors of safety.+5A&   L AA1 AAFAdding/Deleting a grid lineE5AA& >Adding/Deleting a grid line#AC? L  Adding a grid linePosition the cursor anywhere on the row of Grid Line coordinates and press Ctrl+N. or select Insert from the popup menu. An edit box appears requesting the X coordinate of the new Grid Line.The new Grid Line will be automatically inserted at the correct point in the sequence of Grid Lines and the existing Grid Lines will be renumbered.The minimum permitted separation of grid lines is 0.01 units. The maximum permitted number of grid lines is 60. AE9 @  Y coordinates of strata and water table at the new Grid Lines will be calculated by interpolation between adjacent grid lines.If the new grid line coordinate lies outside the existing section then the section will be extended with horizontal strata (and water table and piezometric surfaces). Deleting a grid linePosition the cursor on the grid line coordinate to be deleted and press Ctrl+X. . The remaining grid lines will be renumbered automatically.CF(   Adding/Deleting Grid Lines can be done from either the Strata coordinate menu or the Ground Water and Piezometric Surface menu.?EF1FGMShear strength8FG& $Shear strengthFHK d pbπSoil strength may be described in terms of the usual C, j parameters, or a strength-overburden pressure ratio for normally consolidated soils.Partial factorsCharacteristic values of soil strength should be entered in the data. If a partial factor on soil strength is required (for reinforced soil or bearing capacity analysis), the partial factor is entered separately.>G&J: B  1  2 C-f parameters The shear strength of each material is defined by two parameters, cohesion and angle of friction (C, f). The available shearing resistance tmax at each point on the slip surface is calculated by the program according to the equation:-MHsJ2 46< 2 1tmax = C + s'tan f~&JELT v 2 2 2 2 2 where s' is the effective stress normal to the slip surface. For a soil failing in a drained manner (granular soils and long term failures in clay) the drained strength parameters C' and f' should be used as follows:-C = C'f = f'For undrained failures in cohesive soils the undrained shear strength should be used as follows:-C = Cuf = 0 Topic summary sJdMf sg8A]k! ㌵BDrained or Undrained CohesionAngle of Friction, jRate of Change of Cohesion with DepthDatum elevation for CohesionCohesion ratio of NC undrained soil, Cu/p'T!ELM3 6Bsee also Soil properties= dMM1M+NSoil Suction6M+N&  Soil SuctionM>> J 㽔\ۀ Soil suction is one of the optional parameters which can be associated with an individual stratum as discused in Piezometric data associated with a stratumFor any stratum a maximum soil suction, Hs (expressed in metres head of water) may be specified.Where the slip surface lies above the water table in that stratum (see User Manual, Figure 5c) the program calculates the (negative) pore press+N>Mure, U, on the slip surface from the equation:-@+N~- *&  U = - gw.hZ>, &  where h is the height of the slip surface above the water table as shown by the line AB in Figure 5c. If h is greater than Hs, the negative pore pressure is assumed to be equal to -gw.Hs. If no suction is specified, the program assumes zero pore pressures above the water table.Negative pore pressures on the slip surface are calculated with respect to the elevation of the Water Table at that X coordinate. Soil suction is expressed in terms of the height of a column of water measured in the same length units as the profile coordinates. Any value between zero and 1000 units may be entered.D~G ^ Āsee also Ground Water Conditions Soil propertiesLۃ1ۃ Reinforcement analysis modeE & >Reinforcement analysis modeۃ#> Jgu߀In analysis mode, the user specifies the positions and strength properties of one or more layers of reinforcement and the program calculates overall factors on soil plus reinforcement strength.The results are presented as a grid of factors of safety in the usual way. If the calculated factors of safety are not adequate it is up to the user to modify the slope or reinforcement to produce a stable arrangement.Automatic wedge generation c? $ When analysing reinforced slopes it is often more appropriate to consider wedge shaped slip surfaces rather than circular slip surfaces. The choice is up to the user, but your attention is drawn to the facility for automatic generation of two part wedges with wedge nodes at equally spaced positions along the reinforcement layers, and toe exit points at the ends of the layers. In the case of inclined reinforcement the the program considers sliding along the reinforcement and also on a horizontal plane. The range of wedge angles is specified manually in the usual way.j9#1Y S=Reinforcement design mode - slopes on a stable foundationc=S& zReinforcement design mode - slopes on a stable foundatione* " Reinforcement design mode is applicable to the design of natural slopes, walls and embankments where the foundation soil is stable i.e. where there is no risk of a failure surface developing below or beyond the toe of the reinforced slope. In case of doubt you should carry out a separate check on the finished design for any possible deep seated failure surfaces.The program calculates the optimum lengths, elevations and strengths of all the layers of reinforcement required to achieve a minimum factor of safety specified by the user. The design covers both internal and external failure mechanisms within the slope. Stability of the foundation soil is not examined - failure mechanisms below the toe of the slope are not considered.RS: B1 ỳ The design procedure decides which is the optimum type of reinforcement to use at each elevation. It makes its choice from among the reinforcement types defined in the reinforcement properties section. In general stronger reinforcement types will be allocated to the lower layers and weaker ones to the upper layers. An economical design will be obtained if you specify a wide range of reinforcement types.Bottom layer of reinforcement You may optionally specify one layer of reinforcement in the 'reinforcement geometry' section. The elevation of this layer is then assumed to be the bottom layer of reinforcement (but its length will be adjusted during design as necessary). If no layers are specified, the program will also calculate the optimum elevation of the bottom layer.e* "a Output from the program gives the elevations and lengths of all the reinforcement layers and details of the critical wedge at each reinforcement elevation.Topic summary:Ci ի㐐Q Ѳ - l+ } (nק \X Coordinate of Toe of SlopeReinforcement Anchorage Condition at Slope FaceOverall Design FoS on Soil + Reinforcement StrengthMaximum Vertical Spacing of ReinforcementMinimum Vertical Spacing of ReinforcementSearch IncrementReinforcment Truncation OptionMinimum Reinforcement Length=T vF /Ѐ 㦲6 ỳ see also Reinforcement analysis and design options Reinforcement geometry Reinforcement propertiesd3i1NReinforcement design - slopes on a soft foundation]7=& nReinforcement design - slopes on a soft foundation. *There is no automatic facility for design of an embankment on a soft foundation. However the example in data files Demo4.dat and Demo5.dat illustrates how SLOPE is used to design reinforcement for an embankment on a soft foundation.Je1eAdding/Deleting a stratumC& :Adding/Deleting a stratumeePC T  Adding a new stratumA new stratum can be inserted anywhere in the existing profile. Place the cursor on the stratum above which you wish to insert the new stratum and press Ctrl+N or select Insert from the popup menu. To insert a stratum at the bottom of the existing profile, place the cursor on the empty line at the end of the strata listing.You do not need to enter a coordinate value at every grid line position, only at the grid lines where there is a change of slope in the new stratum. Simply 'Tab' over the empty cells.The program will automatically provide the interpolated coordinates.t; D There will be occasions on which it is not possible for the program to interpolate in a straight line in a new stratum. Consider the following case in which a new stratum, AB is inserted between the existing strata If you specify only the Y coordinates at A and B then an interpolated line would intersect the existing strata above and below. The program does its best to fit the new stratum in between the existing strata, remaining as close as possible to the hypothetical straight line. No warning messages are given but the graphical display shows the position of the new stratum segements as they are entered.>P=8 @ ""L f    At this stage the strength properties of a new stratum are not yet defined. They must be entered in the Soil Properties section before the data can be analysed.Deleting a stratumMove the cursor to the Stratum to be deleted and type Ctrl+X. After each deletion the strata below the deleted stratum (if any) are renumbered automatically and the revised profile is displayed.T#=d1, d!Editing X coordinates of grid linesM'& NEditing X coordinates of grid linesdv+ $5  Coordinate values can be edited either by entering a new value in the tabulated data or by clicking and dragging a point on the graphical display. QM h PH  A[ a) via the tabulated data Select a cell in the table of coordinates and enter a new value. The X coordinate of a grid line may not be moved beyond its immediately neighbouring grid lines i.e. the horizontal sequence of grid lines must be maintained. The outermost grid lines may be moved outwards by any avmount The effect on Y coordinates (of strata and water pressure profiles) at this grid line (and neighbouring grid lines) depends on the current the setting of the Y coordinate Interpolation Mode. If Interpolation is On then the Y coordinates of strata (and water profiles) are adjusted (where necessary) so that straight segements of the profile remain straight. If Interpolation is Off then no adjustments are made to Y coordinates.Dv`I `PH 㱖. j( b) via the Graphical User Interface (GUI) The horizintal bar at the top of the graphical display shows the Grid line positions. Move the cursor near one of the numbered ticks. Observe that the highlighted cell in the tabulated display keeps pace with the mouse selection. If two or more grid lines are very close then the display will show a single tick representing the leftmost of the closley spaced Grid Lines. You can see more detail by Selecting part of the display. For fine adjustments to coordinate values it my be necessary to use the tabulated data.Z? LPH A[ When you click and drag, the graphical display will change continuously but the tabulated data will only be updated when the mouse button is released. The effect on Y coordinates (of strata and water pressure profiles) at this grid line (and neighbouring grid lines) depends on the current the setting of the Y coordinate Interpolation Mode. If Interpolation is On then the Y coordinates of strata (and water profiles) are adjusted (where necessary) so that straight segements of the profile remain straight. If Interpolation is Off then no adjustments are made to Y coordinates.(`!% PHU$v1v6Editing GWL and piezometric surfacesN(!& PEditing GWL and piezometric surfacesv L f b!ʳ b!ʳ Apart from the first and last grid lines, Y coordinates need only be entered at grid lines where there is a change of slope in the GWL or piezometric surface. The Y coordinates at intermediate grid lines will be interpolated by the program.Editing X coordinates of grid linesRemember the Grid Lines are used to define both the strata and the water pressure profiles. Any changes to the Grid Line coordinates will affect the Strata profiles as well. / , Editing Y coordinates of GWL and piezometric surfacesCoordinate values can be edited either by entering a new value in the tabulated data or by clicking and dragging a point on the graphical display. R  ] PH  A[ 㱖. A[ a) via the tabulated data Select a cell in the table of coordinates and enter a new value. The effect on neighbouring coordinates in the same profile will depend on the current setting of the Y coordinate Interpolation Mode . b) via the Graphical User Interface (GUI) Click and drag the point to be moved. The graphical display will change continuously but the tabulated data will only be updated when the mouse button is released. Intepolated coordinates will be adjusted automatically regardless of current the setting of the Y coordinate Interpolation Mode P: B  8ހ#Unwanted kinks and bumps in the ground water profile (or strata) can be removed by Interpolation at current Y-coordinate O < H/4 see Adding/Deleting a Piezometric surface for further information[)P62 4R Āsee also Ground Water ConditionsV%1CAdding/Deleting a Piezometric surfaceO)6& RAdding/Deleting a Piezometric surface& BC T  B6  Add a piezometric surfaceMove the cursor to the piezometric surface to be defined and press Ctrl+N or select Insert from the popup menu. Enter the Y coordinate of the new piezometric surface at grid line 1.You do not need to enter a coordinate value at every grid line position, only at the grid lines where there is a change of slope in the piezometric surface Simply 'Tab' over the empty cells.The program will automatically provide the interpolated coordinates.C@ N   The piezometric surface only applies to the stratum (or strata) to which it is assigned in the soil properties data. If the piezometric surface is not assigned to any stratum then it has no effect in the analysis.Delete a piezometric surfaceMove the cursor to the piezometric surface to be deleted and press Ctrl+X. Remaining piezometric surfaces are NOT re-numbered.J BD1DZD%HTwo and three part wedgesCCZD& :Two and three part wedgesDnFI ` LL@ ⍩ Wedges are are slip surfaces made up of 2 or 3 straight line segments.Two part wedges are suitable for the analysis of steep slopes on a firm foundation. They are used by SLOPE in the design of reinforced soil slopes.Three part wedges are suitable for a) long shallow slides b) deep seated slips where geological conditions indicate that the slip must be noncircluar with a substantial part of the middle section following a plan surface.'ZD%H O  OmF#LL@ gu߀ Mp(Mp( 2Tzj see also:Slip surfacesTwo part wedges Automatic Wedge GenerationManual wedge generationThree part wedges Minimum permitted enclosed angle in 2 or 3 part wedgesFactor of Safety options for methods of analysis pemitted with each type of slip surface^-nFH1HHWNTerram Geogrids - Installation Damage factorsW1%HH& bTerram Geogrids - Installation Damage factors(HI$ GHI#怎   $?Terram GeogridsPartial factors for Installation DamageiIJ#Ҁ $68fMaximum particle sizeTerram-Gridgrade 30Terram-Gridall other gradesParaGridall grades$I`K~#̀H  ".:sand < 2 mm1.101.051.05+J L~#̀V .0<Hrounded gravel 20mm1.101.101.05+`KL~#̀V .0<Hrounded gravel 60mm1.151.101.10, L\M~#̀X 02>Jrounded gravel 125mm1.201.151.15t>LM6 <| Ѐsee also Reinforcement analysis and design optionsE\MWNB TF 㦲6 ỳ Reinforcement geometry Reinforcement propertiesb1MN1'NOTerram - ParaLink M - Installation Damage factors[5WNO& jTerram - ParaLink M - Installation Damage factors(N6 <| Ѐsee also Reinforcement analysis and design optionsEB TF 㦲6 ỳ Reinforcement geometry Reinforcement properties^-u1ûTensar Geogrids - Installation Damage factorsW1̂& bTensar Geogrids - Installation Damage factors(u$ K̂#*     $?Tensar GeogridsPartial factors for Installation DamageB#8Y Z Z Z Z 4DR^`prMaximum particlesize40 RE55RE80RE120 RE160 RE(#PY Z Z Z Z *6B< 6 mm1.001.001.001.001.00)C#RY Z Z Z Z  ,8D37.5 mm1.071.071.071.001.00'#NY Z Z Z Z (4@75 mm1.251.171.141.041.01(C#PY Z Z Z Z *6B125 mm1.481.301.201.101.02t>6 <| Ѐsee also Reinforcement analysis and design optionsEB TF 㦲6 ỳ Reinforcement geometry Reinforcement properties_.1TFortrac Geogrids - Installation Damage factorsX2T& dFortrac Geogrids - Installation Damage factors(|$ JTb#    $?Fortrac GeogridsPartial factors for Installation DamageF|>#v w v w 4J^rtMaximum particlesizeGrade 35Grade 55Grade 80Grade 100$b#րHv w v w ".: 2 mm1.101.051.051.05!>}w#Bv w v w *4 20 mm1.151.101101.10"w#Dv w v w *6 60 mm1.201.101.101.10}w#>v w v w $0125 mm-1.751.751.75t> 6 <| Ѐsee also Reinforcement analysis and design optionsEB TF 㦲6 ỳ Reinforcement geometry Reinforcement properties1 ؎1U؎$" 1؎1BHelvSystemFixedsysTerminalMS SerifMS Sans SerifCourierSymbolSmall FontsArialCourier NewTimes New RomanImpactMT ExtraMap SymbolsMS OutlookBookshelf Symbol 1Bookshelf Symbol 2Bookshelf Symbol 3Univers020206030504050203000000000000000000000505010201070602050020b060402020202020$ %   @        SS@@@@        $ $    Q#"K!!=!"S!1!5 +q %w EK\ >f)\n/! (&I!0 (RV.VW /*Iy / L SX# NKPO8"^06\Mg[! ۉDLυ ~ Zʇ<<_ A $w!‚ ^ U ZN -L )'2TY,g Y#B..?>) =v;M9: 876J@_-/"43 Ճ 2 ;h *( υ/&;)i24 w9E129710Click the "Find" tab (or press Ctrl+Tab) and enter a word or phraseperties 1 Soil_properties C:\FOREHELP\SLOPE\SLOPE.RTF 35 O1467ABE2 Bulk_Unit_Weight 0 Bulk_Unit_Weight C:\FOREHELP\SLOPE\SLOPE.RTF 36 MA5A8F8E1 Soil_properties 1 Soil_properties C:\FOREHELP\SLOPE\SLOPE.RTF 36 W448865F9 Unit_Weight_of_Water 1 Unit_Weight_of_Water C:\FOREHELP\SLOPE\SLOPE.RTF 36 s 1C30001 Cohesionless_or_Cohesive_soil_type 0 Cohesionless_or_Cohesive_soil_type C:\FOREHELP\SLOPE\SLOPE.RTF 37 MA5A8F8E1 Soil_properties 1 Soil_properties C:\FOREHELP\SLOPE\SLOPE.RTF 37 w9E129710 Normally___Over_Consolidated__NC_OC_ 0 Normally___Over_Consolidated__NC_OC_ C:\FOREHELP\SLOPE\SLOPE.RTF 38 kB191C0ED Drained_and_Undrained_Cohesion 1 Drained_and_Undrained_Cohesion C:\FOREHELP\SLOPE\SLOPE.RTF 38 MA5A8F8E1 Soil_properties 1 Soil_properties C:\FOREHELP\SLOPE\SLOPE.RTF 38 F242B58C Cohesion_ratio_of_NC_undrained_soil___Cu_p_ 1 Cohesion_ratio_of_NC_undrained_soil___Cu_p_ C:\FOREHELP\SLOPE\SLOPE.RTF 38 kB191C0ED Drained_and_Undrained_Cohesion 1 Drained_and_Undrained_Cohesion C:\FOREHELP\SLOPE\SLOPE.RTF 38 k3793D141 Drained_or_Undrained_soil_type 0 Drained_or_Undrained_soil_type C:\FOREHELP\SLOPE\SLOPE.RTF 39 MA5A8F8E1 Soil_properties 1 Soil_properties C:\FOREHELP\SLOPE\SLOPE.RTF 39 Q38B367FA Angle_of_Friction 0 Angle_of_Friction C:\FOREHELP\SLOPE\SLOPE.RTF 40 kB191C0ED Drained_and_Undrained_Cohesion 0 Drained_and_Undrained_Cohesion C:\FOREHELP\SLOPE\SLOPE.RTF 41 y6B018A5D Rate_of_Change_of_Cohesion_with_Depth 1 Rate_of_Change_of_Cohesion_with_Depth C:\FOREHELP\SLOPE\SLOPE.RTF 41 g B21D808 Datum_elevation_for_cohesion 1 Datum_elevation_for_cohesion C:\FOREHELP\SLOPE\SLOPE.RTF 41 g B21D808 Datum_elevation_for_cohesion 1 Datum_elevation_for_cohesion C:\FOREHELP\SLOPE\SLOPE.RTF 41 y6B018A5D Rate_of_Change_of_Cohesion_with_Depth 1 Rate_of_Change_of_Cohesion_with_Depth C:\FOREHELP\SLOPE\SLOPE.RTF 41 MA5A8F8E1 Soil_properties 1 Soil_properties C:\FOREHELP\SLOPE\SLOPE.RTF 41 SB7832C40 Ground_Water_Level 0 G/(&(;)Lz MContentsTRelease notesGetting startedAGuide to program operationsData preparation - Data input modeAnalysis modeۄViewing and assessing resultsReport modeFile systemGeneral rules for data entryNHow to use HelpONotesScope of the programViewing data / resultsAnalysis error messagesCopy results to Windows clipboardPData errors and warningsFormatting outputOpening an existing data fileRadius DefinitionmStarting a new data set Results selection;The SLOPE desk topSaving data on diskMode selection TitlesMain Title and Sub-titleJob NumberEngineer's initials/ MessagesForce and Length UnitsStrata Profile - definitionsToe Exit Angles/Soil propertiesJSoil descriptionBulk Unit WeightCohesionless or Cohesive soil type Normally / Over-Consolidated (NC/OC)Drained or Undrained soil typeAngle of FrictionDrained and Undrained Cohesion Ground Water LevelCopy soil propertiesIJanbu's Simplified methodGrid of Circle CentresSlip Surface TypeQSLOPE clipboardA Reinforcement Description2Janbu's method - inclined interslice forcesvRate of Change of Cohesion with DepthhReinforcement GeometryReinforcement Type#Surcharge Loads Applied to the GroundSwedish Circle method Minimum Vertical Spacing of ReinforcementTension Cracks<Extended Grid OptionMCircular slip surfaces!Strata Profile - editingN Minimum Reinforcement Lengthg Minimum number of slicesL Partial FoS on soil strength\ Create a Piezometric Grid‚ Output Options Installation errorsՃ No help availabled Demonstration version warning message# Version compatibility Uninstalling the program Beginners guide Program installation System requirementsL Hot key summary Geosolve help line Terminating program execution_ Interpretation of results Design criteria>@ Hints on using SLOPE Referencesq Error messages Earthquake acceleration factors  Disk Space Requirements^ Colour shading of soil strata^ Initial Radius and Increment of Radius Notation< Memory requirementsy Data listingInteraction coefficientw Interlock problemȃPartial Factors of Safety associated with reinforcement~Factor of Safety and Analysis optionsCalculate Factor of Safety on Soil Strength or Surcharge Loadsc Upgrading from SLOPE version 7 or 8F1 Context sensitive help.υAlt H Help Index5Import slope profile datanUpgrading from SLOPE version 6 or earlierSLOPE version XXX - Release Notes) Datum elevation for cohesion Toe Exit PointsDirect sliding resistance (soil-reinforcement)Partial FoS on reinforcement strengthPull-out resistance (soil-reinforcement)nDefine a new Row or ColumnBring graphics to frontGround Water Conditions.Piezometric Surfaces6Define new soil typeReinforcement Width (Diameter)Common pointDefine a new reinforcement typeۉAlpha factor for nails in cohesive soil(Define a new Reinforcement Layer8Partial FoS on Direct Sliding_Piezometric data associated with a stratumDSoil-reinforcement adhesionIReinforcement Anchorage StrengthKPartial FoS on Pull-out ResistanceSoil-reinforcement Interaction Limit FlagwSpencer's method Slip surfacesBishop's Simplified methodReinforcement analysis and design optionsSearch Increment (Reinforcement Design)Soil-reinforcement Interaction OptionsX Coordinate of Toe of Slope Overall Design FoS on Soil + Reinforcement StrengthReinforcement Anchorage Condition at Slope FaceReinforcment Truncation OptionAutomatic Wedge Generation*Undo and RedoData graphics6Coordinate SystemLAssigning soil properties to a stratumGrid LinesNumeric data Text dataUse of the keySkeleton data setign criteriaDBReinforcement AnchorageRJanbu's method - adapted for reinforced soilPartial FoS on surcharge loads\Reinforcement Material TypeQPartial factors of safety on reinforcement propertiesReinforcement Data Base Partial Factors of SafetyMaximum Vertical Spacing of ReinforcementVPartial FoS on soil weightGeneral non-circular slip surfaceInterslice friction/adhesion factorConvergence failureBase anglesłData error - Negative vertical effective stresses̃Data modified since analysisAlt+C Help Contents>Common tangent3Resize the graphical displayWedge AnglesMain menu - FormatMain menu - EditsMain menu - FileMain menu - ViewMain menu - AnalysisMain menu - HelpPopup menusMethod of analysisTwo part wedgesPiezometric GridCohesion ratio of NC undrained soil, Cu/p'Reinforcement ElevationManual wedge generationEReinforcement LengthgReinforcement StrengthReinforcement SpacingArtesian pressuresfUnit Weight of WaterKReinforcement Inclination^Reinforcement Properties"A" factor for nails in granular soilSurcharge TypeGrid of wedge nodesʇSurcharge PositionResults graphicsMSurcharge Magnitudeq Search for Minimum or Maximum Load FactorĂCreate reportView Report^Print report>Frequently Asked QuestionsRu valuesThree part wedgesTrouble shootingSelect part of the graphical display for detailed viewingbGraphical User InterfaceBatch AnalysisStrata profileцPerched Water tablesExit pointsCurrent release notes!Direction of failure during load factor calculationS!Minimum permitted enclosed angle in 2 or 3 part wedges!Factor soil strengths=!Reverse X-coordinates!Remove redundant grid linesK!Interpolate at current Y coordinate"Y coordinate Interpolation mode"Factor of Safety selection and tabulation optionsa setign criteria"Adding/Deleting a grid line_"Shear strengthm"Soil Suction#Reinforcement analysis mode#Reinforcement design mode - slopes on a stable foundationÁ#Reinforcement design - slopes on a soft foundation#Adding/Deleting a stratumn#Editing X coordinates of grid lines$Editing GWL and piezometric surfaces $Adding/Deleting a Piezometric surface$Two and three part wedges$Terram Geogrids - Installation Damage factors$Terram - ParaLink M - Installation Damage factors%Tensar Geogrids - Installation Damage factors%Fortrac Geogrids - Installation Damage factors%%yWedge AnglesMain menu - FormatMain menu - EditsMain menu - FileMain menu - ViewMain menu - AnalysisMain menu - HelpPopup menusMethod of analysisTwo part wedgesPiezometric GridCohesion ratio of NC undrained soil, Cu/p'Reinforcement ElevationManual wedge generationEReinforcement LengthgReinforcement StrengthReinforcement SpacingArtesian pressuresfUnit Weight of WaterKReinforcement Inclination^Reinforcement Properties"A" factor for nails in granular soilSurcharge TypeGrid of wedge nodesʇSurcharge PositionResults graphicsMSurcharge Magnitudeq Search for Minimum or Maximum Load FactorĂCreate reportView Report^Print report>Frequently Asked QuestionsRu valuesThree part wedgesTrouble shootingSelect part of the graphical display for detailed viewingbGraphical User InterfaceBatch AnalysisStrata profileцPerched Water tablesExit pointsCurrent release notes!Direction of failure during load factor calculationS!Minimum permitted enclosed angle in 2 or 3 part wedges!Factor soil strengths=!Reverse X-coordinates!Remove redundant grid linesK!Interpolate at current Y coordinate"Y coordinate Interpolation mode"Factor of Safety selection and tabulation optionsa setign criteria@ B"e_Notes 1 SLOPE_version_XXX_____Release_Notes C:\FOREHELP\SLOPE\SLOPE.RTF 70 i5CCB1C2B General_rules_for_data_entry_ 1 General_rules_for_data_entry_ C:\FOREHELP\SLOPE\SLOPE.RTF 70 W6E74280B Program_installation 0 Program_installation C:\FOREHELP\SLOPE\SLOPE.RTF 71 UBEE16556 System_requirements 0 System_requirements C:\FOREHELP\SLOPE\SLOPE.RTF 72 U5EF3FA48 Memory_requirements 1 Memory_requirements C:\FOREHELP\SLOPE\SLOPE.RTF 72 ]63A0F1B3 Disk_Space_Requirements 1 Disk_Space_Requirements C:\FOREHELP\SLOPE\SLOPE.RTF 72 M 8C82BB0 Hot_key_summary 0 Hot_key_summary C:\FOREHELP\SLOPE\SLOPE.RTF 73 c75E066A1 F1_Context_sensitive_help_ 1 F1_Context_sensitive_help_ C:\FOREHELP\SLOPE\SLOPE.RTF 73 OFF0C9B2A WALLAP_clipboard 1 WALLAP_clipboard C:\FOREHELP\SLOPE\SLOPE.RTF 73 q6CD4E3E5 Copy_results_to_Windows_clipboard 1 Copy_results_to_Windows_clipboard C:\FOREHELP\SLOPE\SLOPE.RTF 73 i5CCB1C2B General_rules_for_data_entry_ 1 General_rules_for_data_entry_ C:\FOREHELP\SLOPE\SLOPE.RTF 73 iCA9CF468 Opening_an_existing_data_file 1 Opening_an_existing_data_file C:\FOREHELP\SLOPE\SLOPE.RTF 73 EBCFE8890 Report_mode 1 Report_mode C:\FOREHELP\SLOPE\SLOPE.RTF 73 I10779ECD Undo_and_Redo 1 Undo_and_Redo C:\FOREHELP\SLOPE\SLOPE.RTF 73 U4B5549FF Saving_data_on_disk 1 Saving_data_on_disk C:\FOREHELP\SLOPE\SLOPE.RTF 73 OFF0C9B2A WALLAP_clipboard 1 WALLAP_clipboard C:\FOREHELP\SLOPE\SLOPE.RTF 73 i5CCB1C2B General_rules_for_data_entry_ 1 General_rules_for_data_entry_ C:\FOREHELP\SLOPE\SLOPE.RTF 73 I10779ECD Undo_and_Redo 1 Undo_and_Redo C:\FOREHELP\SLOPE\SLOPE.RTF 73 QA67D2BAD Results_selection 1 Results_selection C:\FOREHELP\SLOPE\SLOPE.RTF 73 QA67D2BAD Results_selection 1 Results_selection C:\FOREHELP\SLOPE\SLOPE.RTF 73 IF126A018 Analysis_mode 1 Analysis_mode C:\FOREHELP\SLOPE\SLOPE.RTF 73 i19E1E341 Colour_shading_of_soil_strata 1 Colour_shading_of_soil_strata C:\FOREHELP\SLOPE\SLOPE.RTF 73 ]EF191A92 Viewing_data___results_ 1 Viewing_data___results_ C:\FOREHELP\SLOPE\SLOPE.RTF /&;)L4n 6ЁE>߂.B vvd ɇR#\N 2A i KeĂ=_; 6H@ 1CP>E$\y ߔ6'OY($ g 2TS!/+} (nק⍩V\"ٶت!իw #:w) 6讉gU/HX=!\Ѳ +ʉ U7wޒ b!ʳn#"ϴT,c D5@, 0  3NӺMX躱#BVe P 5")h_" .'$ ,:IǏ$Bw\ BCrSAѺM RՃ h3^ ӎnvL5Nm,0* Q;Azj~ȃ;39CO}+L  ! ) ʦ g 2tn͞w*FłUc gK}m"-8c A^ Xri .Á#\#2#r?%‚ U%Mp((ۉD5) GI*!l+ wt,# 5x,-m..bm2G'5ц6hAѓ7c7\g848a=;^rf;e;b;W=C=#R ?Dw?<LL@'̶@ eDfX6Ẽ'2FOmF (F1G>8HJH Iq IUK:LV]NBNOʇNO"-P>WQQQA["+\c ^H^< Iac  ;e]kvlmd?n (tn #So$Xgo%cp ~3rKtq  t^fuZ,v>rv(WDy0nyd5c8{M c  8}`  Pq`  [e`  wdY`  [M` %dA` 1[5` =d3   Jc I[0  MUdu<  Ma[i!  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