?_ÿÿÿÿ£9úlåbžGSLOPECopyright © Dr D.L.Borin 2004$Distributed by Geosolve, London, UKþ è( @€€€€€€€€€€ÀÀÀ€€€ÿÿÿÿÿÿÿÿÿÿÿÿwwwwwwwwwwwwuXˆˆwwwwwwwwwwwwuXˆˆwwwwwwwwwwwwUˆˆˆwwwwwwwwwwwwUˆˆˆwwwwwwwwwwwuXˆUUwwwwwwwwwwwuUUÝÝwwwwwwuUUUUU]ÝÝÝwwwwwUUÝÝÝUU]ÝÝÝwwwwUÝÝÝÝU…UUÝÝÝwwwuÝÝÝÝՈ…WU]ÝÝwwu]ÝÝÝÕXˆUwwUÝÝww]ÝÝÝÝXˆˆUwwuUÝww]ÝÝÝՈˆˆUwwwu]wuÝÝÝÝXˆˆ…WwwwwUw]ÝÝÝՈˆˆUwwwwwuuÝÝÝÝՈˆˆUwwwwwwuÝÝÝÝXˆˆ…Wwwwwww]ÝÝÝՈˆˆ…WwwwwwwÝÝÝÝՈˆˆUwwwwwwwÝÝÝÝXˆˆˆUwwwwwwwÝÝÝÝXˆˆˆWwwwwwwwÝÝÝՈˆˆ…WwwwwwwwÝÝÝՈˆˆUwwwwwwwwÝÝÝՈˆˆUwwwwwwwwÝÝÝՈˆ…WwwwwwwwwÝÝÝXˆˆ…WwwwwwwwwÝÝÝXˆˆUwwwwwwwwwÝÝÝXˆˆUwwwwwwwwwÝÝÝXˆ…WwwwwwwwwwÝÝՈˆ…WwwwwwwwwwÝÝՈˆUwwwwwwwwwwÝÝՈˆUwwwwwwwwww HelpOnTop ()Back ()BrowseButtons ()Zÿmain¯mainO¯SLOPE¯~Oz0W?ä ô O¯m##ÆO,—l®Ršf¯¯ÿÿÿ/&;)z4ÿÿáÿÿÿÿ|CONTEXT æ|CTXOMAP‰±|FONTì¬|KWBTREEµ|KWDATA€µ|KWMAP±µ|SYSTEM|TOPICB|TTLBTREEñœ|bm0Oî|bm1a&|bm10œí|bm11|bm12K<|bm13"i|bm14ܔ|bm15¯&|bm16æº|bm17µú|bm2]|bm3^|bm4Ô_|bm5ãd|bm63§|bm7Fé|bm8íê|bm9Âì_____File 0 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 Popuª€¡€ÿÿÿÿ 9ÿÿÿÿE1:ÿÿÿÿÿÿÿÿE‹”ContentsF ‹, (€4€€€€€‚ÿSLOPE Help contents :E”Ï lu€ã›„û#€‰€‚ã 3º€‰€‚ããÏŽ€‰€‚ãÜhú€‰€‚ãrSõ€‰€‚ãÑç«À€‰€‚ã1›×€‰€‚㐈þŒ€‰€‚ãÍ šI€‰€‚ãn˜å€€‰€‚ã怉€‚ã›d?n€‰€‚ã"„-P€‰€‚€‚ÿScope of the programHow to use HelpRelease notesGetting startedGuide to program operationsData preparationViewing and assessing resultsCreating and printing reportsError messagesNotationReferencesUninstalling the programFrequently Asked Questions> ‹Ò1ÿÿÿÿÿÿÿÿÒ hRelease notes7” & €"€€€‚ÿRelease notestLÒ}( €˜€€ €‚ÿSLOPE - Slope Stability and Reinforced Soil Analysis and Design softwareŒ]  / .€º€€ €‚€ ‚€‚‚ÿCopyright 2005 by Dr D.L.BorinDistributed by Geosolve, London, UKwww.geosolve.co.ukI}R. ,€6€ã˜ÛQ€‰€‚ÿCurrent release notesW( ©/ .€P€ã‡ì÷€ ‰€ €‚ÿSLOPE version 12.01 (and 12R.01)¿wRhH `€î€ãwt,€‰€‚ã†çU€‰€‚ãӎ‡ú€‰€‚ÿSLOPE version compatibilityUpgrading from SLOPE version 7 or 8Upgrading from SLOPE version 6 or earlier@©š1ìÿÿÿÿÿÿÿÿšáœGetting started9há& €&€€€‚ÿGetting started»fšœU z€Ì€ãVeៀ‰€‚ã (tn€‰€‚ãp˜p瀉€‚ãwt,€‰€‚ÿSystem requirementsProgram installationBeginners guideSLOPE version compatibilityLáè1«ÿÿÿÿÿÿÿÿè-§ Guide to program operationsEœ-& €>€€€‚ÿGuide to program operationsJè5 Ÿ J•€ã=_‰€‚ãAìÊ݀‰€‚ãhôœÊ€‰€‚ã5N–ý€‰€‚ã+Ë\€‰€‚ãÑç«À€‰€‚ãÿIUK€‰€‚ã &ñ€‰€‚ã’€‚ã­+}Š€‰€‚ãåãÔl€‰€‚㐈þŒ€‰€‚ÿThe 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-§ ; F€n€ã°+È€‰€‚ã°ö£Å€‰€‚ÿHot key summaryTerminating program executionS"5 ú 1Xÿÿÿÿÿÿÿÿú G z@Data preparation - Data input modeM'§ G & €N€€ €‚ÿData preparation - Data input modeFúú  L f€õ€€‚€ ã^rf;€‰€ € € € € ‚€ € €‚ÿClick 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 ” ¿ L‘€Bã'̶@€ ‰€ ‚ãé|å€ ‰€ ‚ãáøš¥€ ‰€ ‚ããĀ ‰€ ‚ƒã@,ƒ·€ ‰€ ‚ƒã>Ï߂€ ‰€ ‚ãbßÒ;€ ‰€ ‚ãøRˆ€ ‰€ ‚ãOmF€ ‰€ ‚ãzjÿ€ ‰€ ‚㊲Ð6€ ‰€ ‚ãŸy‹Í€ ‰€ ‚ÿTitlesStrata 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 : D€„€BãÂúõЀ ‰€‚ãr×?%€ ‰€‚ÿReinforcement analysis and design optionsOutput OptionsoF” ) €€€ €‚ÿBeneath 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.ïšz@G \€Q€B€‚€ 㱖ç.€‰€ ‚‚ã+Ë\€‰€‚€ ‚ÿSLOPE features a fully fledged GUI (Graphical User Intez@§ rface) which allows you to edit the data interactively See also General rules for data entry > ž@1;ÿÿÿÿÿÿÿÿž@ï@ùFAnalysis mode7z@ï@& €"€€€‚ÿAnalysis mode®=ž@Cq °€{€€‚€ã—Cô€‰€‚€‚‚€‚€ ã^rf;€‰€ € € € € ‚‚ãÿIUK€‰€ €‚‚€ ‚‚‚ÿsee 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. pHï@ D( €€€ ‚‚€‚ÿAt the end of the analysis the program enters "View results" mode.DCQD( €8€€ €‚ÿInterruption of analysisK DÐE4 6€—€€ € € € € ‚€‚ÿDuring 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& €$€€ €‚ÿInterrupt run?ñÌÐEùF% €™€€ ‚‚ÿIf 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}ÿÿÿÿÿÿÿÿGGŽGÚHViewing and assessing resultsG!ùFŽG& €B€€€‚ÿViewing and assessing resultsL¹GGÚH“ ô€s€€‚ã’€‚ƒãr¶Ü€‰€‚€ƒãÞjü €‚ãÍò@ـ‰€‚ã‘à讀‰€‚ãcåp€‰€‚ã“H“€‰€‚ã怉€‚ÿViewing data / results Data graphicsResults graphicsInterpretation of resultsFormatting outputDesign criteriaHints on using SLOPEReferences< ŽGI1­ÿÿÿÿÿÿÿÿIKIÇNReport mode5ÚHKI& €€€€‚ÿReport mode‘]IÜI4 8€º€€ã^rf;€‰€€‚ÿTo create a report for printing or output to disk file, click the Report mode button,s3KIOK@ N€g€€ ‚‚€ 㘔ÇÀ€‰€ € ‚‚€ €‚ÿCheck 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./ÏÜI~M` Ž€Ÿ€€€‚‚€‚€€‚€ƒãeŠ•Ž€€‰€€‚ƒã€®m.€‰€€€‚ÿUnder 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.IãOKÇNf š€Ç€€ƒã ¯ñt€‰€€‚€‚€€€€€€‚‚€ƒã‘à讀€‰€‚€‚ÿPrint 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< ~MO1ß ÿÿÿÿÿÿÿÿO8Oò‰File system5ÇN8O& €€€€‚ÿFile system8OpO) "€€€‚€‚ÿData files»’8O7) €%€€ ‚‚€‚ÿA data file contains one data set. A data filename consists of any sequence of up to 45 letters or nupO7ÇNmbers. 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€€ ‚ƒƒ€‚ÿData file exists. Over-write?5 7¹( €€€€‚ÿFilenamesI!„ƒ( €C€€ ‚€‚ÿA 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!¹Iƒ& €B€€ €‚ÿ [ ] \ . < > ? : ; /2ƒ{„, &€ €€‚€‚€‚ÿData 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 Iƒ°„( €€€€‚ÿData setsúÄ{„ª†6 :€‰€€ãÑç«À€‰€‚‚‚€‚ÿThe 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'°„ù†( €N€€€‚ÿRun Identifiers and data file names*ª†#‰) €€€‚‚€‚ÿThe 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. Bù†e‰, (€,€€‚€€‚ÿFile maintenancej#‰ò‰# €Ô€€ ‚ÿYou are responsible for removing old or unwanted files which will otherwise occupy valuable disk space.Me‰?Š1žÿÿÿÿÿÿÿÿ ?Š†ŠÃGeneral rules for data entryG!ò‰†Š& €B€€€‚ÿGeneral rules for data entry nF?ŠôŠ( €Œ€€ €‚ÿUse the mouse or keypad arrows to highlight the item to be edited.6õ†Š*ŒA P€ë€€ ‚㲏ɇ€‰€ ãÆ…€‰€ ‚€‚ÿTo 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.ôŠ€Œ( €\€€€‚ÿOptions data (yes/no, drained/undrained)nF*ŒîŒ( €Œ€€ ‚ƒ€‚ÿWhere a data item is selected from a series of options you can:- ݀Œø- (€»€Tˆ‘€:€ ‚‚€‚ÿClick 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)é¹îŒáŽ0 .€s€€ ‚€ ‚€ ‚€‚ÿInsert 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:-ېøŒK d€!€€ ƒ€ € ƒƒƒƒƒ‚ƒ€ € ƒƒ‚ƒã§gU¯€‰€ €‚ÿpress Ctrl+Norchoose Edit | New from the main menuor right click and choose - Insert at cursor - from the popup menu.*øáŽòÀ2 2€ñ€€ ‚‚‚€ ‚€ ‚€‚ÿThe exact usage ŒòÀò‰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:-ޓŒÐÁK d€'€€ ƒ€ € ƒƒƒƒƒ‚ƒ€ € ƒƒ‚ƒã§gU¯€‰€ €‚ÿpress Ctrl+Xorchoose Edit | Delete from the main menuor right click and choose - Delete at cursor - from the popup menu.S òÀ#Â3 6€@€€ ‚€ ã͞w€‰€‚ÿsee also Undo and Redoö›ÐÁÃ[ „€7€€ƒã¡fàu€‰€€€‚€ƒãWø=€‰€‚€ƒãÑç«À€‰€‚ÿ Context sensitive help Press at any time to get help on the currently selected item. Use of the key Data preparation@#ÂYÃ1§ÿÿÿÿÿÿÿÿ YÒÃÅHow to use Help9ÒÃ& €&€€€‚ÿHow to use HelpvîYÃň ހÝ€€ €‚ã,0ˆþ€‰€ €‚ã¡fàu€€ƒ€‰€ ‚ã;©Áـ€ƒ€‰€‚ã픞̀‰€ ‚ã"„-P€‰€ ‚ãX€‰€‚ÿHelp 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’Ã>Å1žÿÿÿÿÿÿÿÿ >ÅmÅÚÈNotes/ ÅmÅ& €€€€‚ÿNotesY+>ÅÆÅ. ,€V€€‚€ƒƒ€‚ÿ1 2 3 4 aqwertyuiopa small fonts ÆmÅÍÆA P€€€€‚€‚€€‚€€‚‚€€‚ÿ² ³ courier new 12² ³ courier new 10² ³ 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 ÆÅÇ, (€€€ €€ €‚ÿKo ;ÍƁÈD V€w€€€€‚€€€€€‚€‚€‚ÿa 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 ² ³ Œ œ Ÿ ° 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&ÇÚÈ3 6€L€€€‚€€ €!€‚ÿ³ Ž ¹ » Œ ¿ À  à ŽkN/m 3EÈÉ1~ÿÿÿÿÿÿÿÿ É]ÉP Scope of the program>ÚÈ]É& €0€€€‚ÿScope of the program4ÚɑËZ ‚€µ€€ €‚€ € ‚‚‚‚ƒ€ € € € ‚‚ƒ€ € € €‚€ ‚€ ‚€ ‚ÿ 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]É:ÎR r€¯€€ ‚ƒ‚ƒãޒ³€ ‰€ ‚ƒãÊŠ› € ‰€ ‚ƒãå+³€ ‰€ ‚‚‚ÿSwedish 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.\‘Ë¢D V€1€€ ‚€ ‚€ ãG'Õ5€‰€ ã‚I܀‰€ ‚ÿStrata 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. :΢ÚÈPerched water tables and artesian pressures can be modelled by specifying additional piezometric surfaces associated with individual strata.X:Î/5 8€±€€ ‚€ € ‚‚‚€ ‚€ ‚ÿWater 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.†O¢µ7 <€Ÿ€€ ‚€ ‚€ ‚‚‚‚€ ‚€ ‚ÿSoil 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€“€€ ‚€ ‚€ ‚‚€ ‚€ ‚ÿReinforced 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.íµP 0 .€Û€€ ‚‚‚‚‚€ ‚€ ‚ÿTwo 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— 1Kÿÿÿÿÿÿÿÿ — Ú ÑBViewing data / resultsCP Ú ( €6€‚€€‚ÿViewing data / results =—  + &€$€N€‚€€‚ÿView data :-~HÚ • 6 <€€P±©~€ ƒ‚€ € € €‚‚ÿclick the Data input buttonorchoose View | Data or type Alt+DŽ[ # 3 6€¶€€ ãr¶Ü€‰€ ‚€‚ÿThe display on the right hand side of the screen shows the data in graphical form.9• \ ' €$€N€€‚ÿView results:-+ # ‡‹ ä€A€P±©~€ƒ‚€ã­+}Š€‰€ƒ€€ƒ‚€ã­+}Š€‰€ƒ€€ƒ‚€ãdk@ŽA( €,€€€‚ÿView stored outputŸŠvArB4 6€€€ãhôœÊ€‰€‚€‚ÿTo view the results of a previous analysis, read the data file from disk and then follow the procedure above for viewing results._+ŽAÑB4 8€V€€€ãÍò@ـ‰€‚ÿSee also Interpretation of resultsHrBC1êÿÿÿÿÿÿÿÿCZCDAnalysis error messagesAÑBZC& €6€€€‚ÿAnalysis error messagesLCŠC1 2€6€B€‚ãZ,v€"‰€‚ÿConvergence failurem:ZCD3 6€t€BãÃ瀉€‚€‚ÿData error - Negative vertical effective stresses R!ŠCeD1<ÿÿÿÿÿÿÿÿeDÆDÑHCopy results to Windows clipboarda;DÆD& €v€€€‚ÿCopying data listing / results to the windows clipboardTeDGE- *€š€€‚€ € €‚ÿData and results listings may be copied to the windows clipboard as follows:-WÆDžF@ N€/€Tˆ‘€:€ ƒ€ € ‚ƒ€ € € € €‚ÿ1.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- *€–€€ ‚€ € €‚ÿGraphical output may be copied to the windows clipboard as follows:-ZžFpH< F€=€Tˆ‘€:€ ƒ‚ƒ‚ƒ€ €‚€ ƒ‚€‚ÿ1.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.a2GÑH/ .€d€€ ã*› ÿ€‰€‚ÿSee also Copy data items to SLOPE clipboardIpHI1„ÿÿÿÿÿÿÿÿI\I¯JData errors and warningsBÑH\I& €8€€€‚ÿData errors and warningsSI¯J6 :€;€€ ‚‚‚€ € ‚‚€ € ‚‚ÿData 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\IñJ1wÿÿÿÿÿÿÿÿñJ,KrMFormatting output;¯J,K& €*€€€‚ÿFormatting outputFþñJrMH ^€ý€€‚€‚€€€€€‚‚€€€‚€ ‚‚ÿFont 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,KÀM1ûÿÿÿÿÿÿÿÿÀMNkOpening an existing data fileG!rMN& €B€€€‚ÿOpening an existing data file›eÀM®€6 :€Ë€€‚€ € € € € ‚‚‚ÿChoose 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 N®€rMaccess 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.œ…Nk8 >€ €€ ‚€ €‚€ € € €‚ÿQuick file openTo re-open a recently accessed data file choose File from the main menu and select one of the files listed.B®€­1Öÿÿÿÿÿÿÿÿ­è„Radius Definition;kè& €*€€€‚ÿRadius Definition+š­„‘ ð€5€€‚€ ‚€‚€ € ã‚a=;€‰€ ‚€ € ã£1ÆG€‰€ ‚‚€ € ãÀ3ú€‰€ €‚€ ‚€ € ㊒Ý|€‰€ ‚ƒãœwß?€‰€ €‚ÿEach 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 z9聍„A R€r€€ ƒãѺ¹ö€‰€‚€ ƒãOmF€‰€#‚ÿ Circular slip surfaces Slip surfacesH„Մ1`ÿÿÿÿÿÿÿÿՄ…EStarting a new data setA„…& €6€€€‚ÿStarting a new data set%ÜՄ;‡I `€¹€€‚€ € € ã.'åŀ€ ‰€ ‚€‚€ ‚€ ‚ÿChoose 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.h…ʉ' €Ñ€€ ‚‚‚‚ÿGrid 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;‡Œ= H€€€ ‚‚‚‚‚€‚€ ‚ã*› ÿ€‰€‚ÿThe 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- (€€€ ‚‚€‚€ ‚ÿOn 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.BŒ‡1šÿÿÿÿÿÿÿÿ‡®ÄResults selection;E& €*€€€‚ÿResults selection°W‡rY €€¯€€‚€ ã’€ €$€ ‚‚€%ƒ‚ƒ€&€%‚ƒ€&€%‚‚€&€‚‚ÿIn 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%ÓÀ0 .€K€TŒ‘€:€&ƒ‚ƒ‚ƒ€‚ÿ1.Click on the green button or type Alt+L and select from the dropdown menu2.Use the hot krÓÀEey 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&r6Ã= H€M€€&€‚€ € € € €&€ €&‚ÿ 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.&ôÓÀ\Ä2 2€é€€&‚€ €‚€&€‚ÿThe 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!6îÄ1 2€B€Œ€ ‚ãÞjü €‚ÿsee also Results GraphicsC\ÄñÄ1ZÿÿÿÿÿÿÿÿñÄ-ÅVÌThe SLOPE desk top<®Ä-Å& €,€€€‚ÿThe SLOPE desk top>úñÄkÆD V€õ€€‚€ € € € ‚€ € € € ‚€‚ÿWindows 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-ÅÉÆ- *€b€€ € € ‚€‚ÿThe Main menu contains the following itemsëskÆŽÇx À€æ€ã Ž̀‰€ ãP ¿€‰€ ãèX̀‰€ ã)̀‰€ ã™à €‰€ ãB¡wɀ‰€ ãẀ‰€ ‚€‚ÿFile Import Edit View Format Analysis Help·ÉÆÐÊe ˜€o€€€€€‚€€€€€‚€€‚€€ã­+}Š€‰€€€€€‚ÿBeneath 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.·uŽÇ‡ËB T€ê€€‚€ € ã^rf;€‰€ € € € €‚ÿThe four Mode buttons are located under the Main Menu and titles in the top left corner of the screen. ϋÐÊVÌD V€€€ã;„퀀'€€€'€‰€€‚ÿThe Graphics display (data or results) can be resized using the + and - buttons in the bottom right corner of the screen.D‡ËšÌ1ÿÿÿÿÿÿÿÿšÌ×ÌÿSaving data on disk=VÌ×Ì& €.€€€‚ÿSaving data on disk&šÌýÌ# €€€‚ÿF×ÌCÍ( €<€€€‚ÿSaving to the current fileƒýÌ Î4 6€%€€ € € € € ‚€‚ÿChoose File | Save or type Ctrl+S. The current data are saved to the current filename. Existing data in that file will be overwritten.@CÍIÎ( €0€€€‚ÿSaving to a new filetD ÎœÏ0 .€‰€€ € € ‚‚‚€‚ÿChoose 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 IÎÿ- (€€€‚€€‚ÿWhere to store your dœÏÿVÌataStore 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.?œÏ>1ñÿÿÿÿÿÿÿÿ>v6Mode selection8ÿv& €$€€€‚ÿMode selectionó¬>iG \€Y€€€‚€ € € € € ã°+È€‰€ ‚€‚ÿ 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:Íbv6k Š€Ä€ãÑç«À€‰€ ƒƒƒƒƒ‚ã &ñ€‰€ ƒƒƒƒƒ‚ãÞñ̀‰€ ƒƒƒƒƒ‚㐈þŒ€‰€ ƒƒƒƒƒ‚€‚ÿData inputAlt+DAnalyseAlt+AView ResultsAlt+RReportAlt+T7im1ˆÿÿÿÿÿÿÿÿmô Titles0 6& €€€€‚ÿTitles7 mÔ. *€€€‚€‚‚‚‚‚‚‚ÿI.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@& €Œ€€€‚ÿ Units: kN,mÑšÔ) €Q€€ ‚‚€‚ÿ'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:-ÿc@ œ Ç€€ƒ‚ƒ‚ãÔ6̀(‰€€ƒƒƒ‚ãÔ6̀(‰€€ƒƒƒ‚ãùÓáހ(‰€€ƒƒƒ‚ãW“¡Q€(‰€ƒƒƒ‚€ãD€5)€(‰€€ƒƒƒ‚ãD€5)€(‰€€ƒƒƒ€‚ÿ 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 # €€€‚ÿ ¿ C N j€€€ ‚‚€‚€ ãùeˆD€‰€ €€)€!€ €)€ €‚ÿThe 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 ô , &€ €€‚€ ‚€‚ÿThe Date is set by the system clock and cannot be changed within the program. Blank entries are accepted except for the Units.IC = 1=ÿÿÿÿÿÿÿÿ=  ‹ Main Title and Sub-titleBô  & €8€€€‚ÿMain Title and Sub-title(= § % €€€‚ÿäž ‹ , &€q€€ ‚‚€ € ‚ÿThe 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.; § Æ 1’ÿÿÿÿÿÿÿÿÆ ú [Job Number4‹ ú & €€€€‚ÿJob Numbera6Æ [+ &€l€€€€‚ÿJob Number / Identifier A text of 7 chars (max)Dú Ÿ1ŽÿÿÿÿÿÿÿÿŸÜ9Engineer's initials=[Ü& €.€€€‚ÿEngineer's initials]2Ÿ9+ &€d€€€€‚ÿEngineer's initials A text of 4 chars (max)9Ür1Ñÿÿÿÿÿÿÿÿr€Æ@Messages2 9€& €€€€‚ÿMessagesîrÆ@( €Ý€€‚€ ‚ÿThese are messages relating to creation of the st€Æ@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§ÿÿÿÿÿÿÿÿ AMAÃCForce and Length Units@Æ@MA& €4€€€‚ÿForce and Length Units( AuA% €€€‚ÿݵMARB( €k€€ ‚€‚ÿThe 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:-ƒ8uAÕBK f€p€Œ€€€ ƒ€ƒ‚€€€ ƒ€ƒ‚€ƒ€ƒƒ€‚ÿkN, m or,kg, cm or,lb, ft&RBûB# €€€‚ÿÈ€ÕBÃC$ €I€€ ‚ÿData 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.MûBD1ÎÿÿÿÿÿÿÿÿDVDóJStrata Profile - definitionsF ÃCVD& €@€€€‚ÿStrata profile - definitionsöÁDLH5 8€…€€‚€ ‚‚‚†"€‚‚ÿThe 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.c2VD¯H1 2€f€€ †"€‚‚€‚ÿA maximum of 25 soil strata is permitted.'LHÖH$ €€R€‚ÿ“N¯HiIE Z€œ€€ € ƒãé|倉€‚ƒƒãû “€‰€€‚ÿsee also Strata profile - topic summary Coordinate System ô„ÖH]Jp ®€ €€ƒƒãL3âӀ‰€‚€ƒƒã$üŽÚ€‰€€‚€ƒƒãüv û€‰€‚€ƒ€ƒã±–ç.€‰€‚ÿGrid LinesStrata Profile - editing Assigning soil properties to a stratumGraphical User Interface–ZiIóJ< H€Ž€€ƒƒã>Ï߂€‰€€ €‚€#‚‚ÿ Piezometric Surfaces for piezometric data associated with a stratum @]J3K1$ÿÿÿÿÿÿÿÿ 3KkK^NToe Exit Angles8óJkK& €$€€€‚ÿToe Exit Angle²3KyM\ †€e€€‚€‚€‚‚€ ã]øõN€‰€ ‚ƒãe„œ;€‰€‚€ ƒãŠ÷€‰€‚ÿThe 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 PointåvkK^No ®€ì€€ ƒã;Aÿ€‰€ ‚ƒãðMp(€‰€‚€ ƒãLL@€‰€‚€ ƒãOmF€‰€#‚€‚€ ƒ€#€‚ÿ Base Angle Manual wedge generation Two part wedges Slip surfaces @yMžN1àÿÿÿÿÿÿÿÿ!žN×Ne‚Soil properties9^N×N& €&€€€‚ÿSoil properties†IžNi€= H€“€€‚€ € ã0ûny€‰€ ‚‚‚€‚ÿThe 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 Str×Ni€^Natum No3. The various properties are dealt with in the following topics:Topic summary üJ×Ne‚² 2•€ã²’ـ‰€‚ãâ«g€‰€‚ãÀ‰€‚ãAѓ7€‰€‚ã—ž€‰€‚ã)hÈÀ‰€‚㜔\ۀ‰€‚‚ã) ஀‰€‚ãá×aހ‰€‚€‚€€ã0ûny€‰€€‚ÿSoil 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 Ai€Š‚1öÿÿÿÿÿÿÿÿ"Š‚à‚¥„Soil description:e‚à‚& €(€€€‚ÿSoil descriptionÅ{Š‚¥„J b€÷€€‚€ 㲒ـ‰€ ‚‚€ € ‚‚ãáøš¥€‰€‚ÿA 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 propertiesAà‚æ„1öÿÿÿÿÿÿÿÿ#æ„ …å‰Bulk Unit Weight:¥„ …& €(€€€‚ÿBulk Unit Weightðæ„8‡( €á€€ ‚‚‚‚‚ÿMany 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( €Î€€ ‚‚€‚ÿThe units of bulk unit weight must be consistent with those used for cohesion and surface loads:-¯8‡̈V z€_€€‚‚‚€*€€€*€‚€€*€€*€‚€€*€€*€‚ÿ Cohesion Corresponding units of units bulk unit weight kN/m² kN/m³ kg/cm² kg/cm³ lb/ft² lb/ft³ÎLJå‰K d€€€ ‚€ € ‚‚ãáøš¥€‰€ ‚ƒãùeˆD€‰€ ‚€‚ÿSubmerged 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"̈8Š1øÿÿÿÿÿÿÿÿ$8Š„ŠKCohesionless or Cohesive soil typeL&剄Š& €L€€€‚ÿCohesionless or Cohesive soil typeŒ`8Š‹, (€À€€‚€ ‚€‚‚ÿAll soil types are defined as Cohesionless or Cohesive.The following restrictions apply:9„ŠI* "€€€‚‚‚‚‚‚‚ÿ --------------------------------------------------- | Restrictions | Typical soil types |-------------------------------------------------------------------------|| Cohesionless | Always "drained". | Sand, gravel, || soil | Cohesion value is zero. | cohesionless silt ||------------------------------------------------------------------------|| Drained Cohesive | No restrictions | Medium/long term |®}‹÷Ž1 0€û€€‚‚€+€‚‚€‚ÿ| soil | | behaviour of clays ||------------------------------------------------------------------------|| Undrained Cohesive | j = 0 | Short/medium term || soil | | behaviour of clays |--------------------------------------------------------------------------T!IK3 6€B€€‚€ ãáøš¥€‰€‚ÿsee also Soil propertiesU$÷Ž 1ƒÿÿÿÿÿÿÿÿ%  À“ÅNormally / Over-Consolidated (NC/OC)X2K À& €d€€€‚ÿNormally / Over-Consolidated (NC/OC) soil type  ÀKË Á8 >€—€€‚€ ãíÀ‘±€‰€ €‚‚ÿUndrained 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 ÀHÃ* "€€€‚‚‚‚‚‚‚ÿ ------------------------------------------------------- | Typical soil types | Cohesion model |-------------------------------------------------------------------------|| NC cohesive | V.soft clay (Cu < 10kPa) | Strength/overburden || | | pressure ratio, Cu/p' || | | with depth ||------------------------------------------------------------------------|Y/Á¡Ä* "€_€€‚‚‚€‚ÿ| OC cohesive | Soft/Firm/stiff clay | Absolute value of Cu || | | with optional linear || | | variation with depth |--------------------------------------------------------------------------V#HÃ÷Ä3 6€F€€‚€ ãáøš¥€‰€‚ÿsee also Soil propertiesœ\¡Ä“Å@ P€ž€€ƒãŒµBò€‰€‚ƒãíÀ‘±€‰€‚ÿ Cohesion ratio of NC undrained soil, Cu/p' Drained or Undrained CohesionO÷ÄâÅ1K ÿÿÿÿÿÿÿÿ&âÅ*ÆÊDrained or Undrained soil typeH"“Å*Æ& €D€€€‚ÿDrained or Undrained soil type·âÅáÆ( €€€ ‚€‚ÿCohesive soils are defined as behaving in either a Drained or Undrained manner. Drained and Undrained analyses are applicable as follows:-à*ÆðÈ/ ,€Á€€‚‚‚‚‚‚‚‚€‚ÿ ----------------------------- | Applicability |---------------------------------------------------|| Drained analysis | Medium / long term || | behaviour ||--------------------------------------------------|| Undrained analysis | Short / medium term || | behaviour |----------------------------------------------------ǕáÆ·É2 2€+€€‚€ €‚€ €‚ÿDrained soil The analysis of Drained cohesive soil is carried out in effective stress terms (pore pressures have time to reach equilibrium).(ðÈßÉ% €€€‚ÿñ·ÉüÊ, &€ã€€ € ‚€‚‚ÿUndrained 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;ßÉ_Ë( €v€€€‚ÿCritical conditions for Drained and Undrained analysis.±‰üÊÍ( €€€ ‚€‚ÿSoft 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.å_ËÏ* "€Ë€€‚‚‚‚‚‚‚ÿ ------------------------------------------- | Undrained analysis | Drained analysis | | (Short term) | (Long term) |-------------------------------------------------------------------|| Soft / v. soft clay | Critical | --- ||------------------------------------------------------------------|| Stiff / v. stiff clay | --- | Critical |pI͏Ï' €’€€‚€‚ÿ--------------------------------------------------------------------J"ÏÙÏ( €D€€€‚ÿDrained and undrained cohesion峏ÏÊ2 2€g€€ ‚‚ãáøÙÏÊ“Åš¥€‰€ ‚ÿFor drained cohesive soils the drained cohesion, C' must be specified. For undrained cohesive soils the undrained cohesion, Cu must be specified.see also Soil propertiesBÙÏ 1‡ÿÿÿÿÿÿÿÿ' O¥Angle of FrictionCÊO) "€4€€€,€‚ÿAngle of Friction, j9 ˆ4 6€ €€‚€ €‚€ ‚‚‚‚‚‚ÿSoil 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.öO¥' €í€€ ‚‚‚‚ÿResidual 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.Oˆô1# ÿÿÿÿÿÿÿÿ(ô;-Drained and Undrained CohesionG!¥;& €B€€€‚ÿDrained or Undrained Cohesion<ôw( €(€€€‚ÿDrained cohesion–n; ( €Ý€€ €‚‚ÿFor 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( €,€€ €‚ÿUndrained cohesion1  |' €€€ €‚ÿFor 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 KÑ5 :€@€€ ‚€€ €€ ƒƒ€‚ÿCu(kN/m²) @ 4.5 x N™|“ ) €3€€ ‚‚€‚ÿwhere N is the SPT value. The following table gives an approximate indication of cohesion values in terms of the usual borehole log descriptions:- ßÑž , &€¿€€‚‚‚‚‚‚‚‚‚ÿ -------------------------------- | Consistency | |------------------------------| | soft | firm | stiff |---------------------------------------------------|| | | | || Undrained shear | | | || strength, kN/m| | 20 - 40 | 40 - 75 | 75 - 150 || | | | |`9“ þ ' €r€€€‚‚ÿ----------------------------------------------------O'ž M ( €N€€ €‚ÿCohesion varying with depth (dC/dy)­zþ ú 3 6€ô€€ ã]Šk€‰€ ‚€‚ÿFor undrained cohesive soil the cohesion may be specified to vary linearly with depth according to the equation:-EM ? ( €:€€ ƒƒ€‚ÿC = Co + (Yo - Y).dC/dYè²ú '6 :€e€€ ‚ãØ! €‰€ ‚‚€‚ÿwhere 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 2€N€€ãØ! €‰€‚ÿSee also Datum elev for cohesionc0'â3 6€`€€ ƒã]Šk€‰€ €‚ÿ Cohesion varying linearly with depth K-2 4€2€€ƒãáøš¥€‰€‚ÿ Soil propertiesCâp1 ÿÿÿÿÿÿÿÿ)p¬"HGround Water Level<-¬& €,€€€‚ÿGround Water Level~Tp6C* "€©€€‚€ ‚‚‚ÿGround water level (the main water tabl¬6C-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.›e¬ÑE6 :€Ë€€ ‚‚‚‚‚€ € ‚€ € ‚ÿY 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.ÿ•6CÐGj ¢€+€€ ‚€‚€‚€ € ã>Ï߂€‰€‚€ ‚ãú>E“€‰€ € €‚‚€ € ããĀ‰€‚ÿThe 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 ÑE"H2 4€@€€ƒãL3âӀ‰€‚ÿ Grid Line CoordinatesEÐGgH1ìÿÿÿÿÿÿÿÿ*gH¥H`KCopy soil properties>"H¥H& €0€€€‚ÿCopy soil properties«zgHPI1 2€ô€€ ‚€-€ €-€‚‚ÿSoil properties can be copied from one soil type to another. To copy the properties of soil type i to soil type j¥H`Ks Ž€;€Tˆ‘€:€ ƒ‚ƒ€-€‚€ ƒ€ € €-€ ã*› ÿ€‰€‚€ ƒ€-‚€ ƒ€ € €-€ ã*› ÿ€‰€‚ÿ1.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 clipboardJPIªK1ÿÿÿÿÿÿÿÿ+ªKíKˆ€Janbu's Simplified methodC`KíK& €:€€€‚ÿJanbu's Simplified methodk0ªKXO; D€a€€‚€ €‚€ ãå+³€ ‰€ ‚ÿJanbu'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)&íK~O# €€€‚ÿQ+XOÏO& €V€€ €‚ÿF(true) = f(o) x F(calc) ­e~Oˆ€H `€Ê€F€ ‚€ € ãzjÿ€ÏOˆ€`K€‰€‚ƒã¢º¹‚€‰€‚ÿsee also Factor of Safety Analysis options and Earthquake forces Method of analysisGÏOπ1§ÿÿÿÿÿÿÿÿ,π…ƒGrid of Circle Centres@ˆ€& €4€€€‚ÿGrid of Circle Centres-Äπ<ƒi  €‰€€‚€ ‚‚€‚€ ‚€ € € ãœwß?€‰€ ‚ƒã6'O–€‰€ €‚€ ƒãѺ¹ö€‰€‚ÿA 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 surfacesI…ƒ0 0€2€€ ƒãOmF€‰€#‚ÿ Slip surfacesB<ƒǃ1Uÿÿÿÿÿÿÿÿ-ǃ„&ˆSlip Surface Type;…ƒ„& €*€€€‚ÿSlip Surface TypeBßǃD†c ”€¿€€‚€ ‚‚ãѺ¹ö€‰€‚€ ㊒Ý|€ ‰€ ãœwß?€ ‰€ ‚‚ã6'O–€ ‰€ € ‚ÿCircular 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:-âf„&ˆ| ƀÍ€€ ‚‚ã#ÄSo€‰€‚€ ãe„œ;€ ‰€ ã]øõN€ ‰€ ãŠ÷€ ‰€ ‚€‚㜱wր‰€ € ‚‚ãOmF€‰€‚ÿTwo 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@D†fˆ1Þÿÿÿÿÿÿÿÿ.fˆŸˆLŽSLOPE clipboard9&ˆŸˆ& €&€€€‚ÿSLOPE clipboardØfˆ ‰) €±€€ ‚‚€‚ÿThe 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.¿wŸˆ_ŒH ^€ï€Tˆ‘€:€ ƒ‚ƒ€ € € € ã§gU¯€‰€ ‚ƒ€‚ÿ1. 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 ‰¥Œ( €<€€€‚ÿCopying data between files§p_ŒLŽ7 <€á€€ ‚‚‚‚‚€ € ‚‚€ € ‚ÿTo 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.J¥Œ–Ž1ºÿÿÿÿÿÿÿÿ/–Žَ‡ÁReinforcement DescriptionCLŽَ& €:€€€‚ÿReinforcement Description&–ŽÿŽ# €€€‚ÿŒَ#Á\ †€y€B€ ‚‚€ €‚€ ‚€ € ‚‚ƒãŸy‹Í€‰€ ‚€.ƒƒãŠ²Ð6€"‰€.€‚ÿA 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 theÿŽ#ÁLŽ 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 d2ÿŽ‡Á2 4€d€B€ ƒƒãÂúõЀ‰€‚ÿReinforcement analysis and design options\+#ÁãÁ1ãÿÿÿÿÿÿÿÿ0ãÁAÂóÅJanbu's method - inclined interslice forces^8‡ÁAÂ& €p€€€‚ÿJanbu's method - parallel inclined interslice forcesç¥ãÁ(ÅB R€K€€‚€ ‚‚ãÊŠ› € ‰€ ãù[ဉ€ ‚ÿThis 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. &AÂNÅ# €€€‚ÿ¥d(ÅóÅA R€È€F€ ãzjÿ€€‰€‚ƒã¢º¹‚€‰€‚ÿsee also Factor of Safety Analysis options and Earthquake forces Method of analysisV%NÅIÆ1šÿÿÿÿÿÿÿÿ1IƘÆÊRate of Change of Cohesion with DepthO)óŘÆ& €R€€€‚ÿRate of Change of Cohesion with Depth¡wIÆ9Ç* $€î€€‚€ €‚ÿFor undrained cohesive soil the cohesion may be specified to vary linearly with depth according to the equation:-O)˜ÆˆÇ& €R€€ €‚ÿ C = Co + (Yo - Y).dC/dY Ë9ÇŠÉ7 <€—€€ ‚ãØ! €‰€ ‚‚‚‚‚‚‚ÿwhere 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…^ˆÇÊ' €Œ€€ ‚€‚ÿ 2. Strength-overburden pressure ratio, Cu/p' for normally consolidated cohesive soils.GŠÉVÊ1Rÿÿÿÿÿÿÿÿ2VÊ–Ê·ÎReinforcement Geometry@Ê–Ê& €4€€€‚ÿReinforcement GeometryíVÊ°Ì- (€Û€€‚€‚‚€‚ÿThe 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.&–ÊÖÌ# €€€‚ÿá@°Ì·Î¡ €À€€‚ã¹É€‰€‚ã~3ær€‰€€‚ã6ÏЁ€ ‰€ ‚ãΗŸ€ ‰€‚ãcç ^€‰€‚ã>Õrv€‰€‚‚€ € € ãŸy‹Í€‰€‚€ ƒãÂúõЀ‰€‚ÿTopic summary Reinforcement ElevationReinforcement Inclination Reinforcement Length (X coordinates) Reinforcement Anchorage ConditionReinforcement Type Define a new Reinforcement Layersee also Reinforcement Properties Reinforcement analysis and design optionsCÖÌúÎ1Sÿÿÿÿÿÿÿÿ3úÎ7ÏâReinforcement Type=·Î7Ï& €.€€€‚ÿReinforcement Type Ö«úÎ+ $€W€€‚€ €‚ÿThe reinforcement type refers to the reinforcement property types. Reinforcements of several different types and/or strengths may be combined in one analys7Ï·Îis design.É#7Ï⊠G€F€ ‚€ € ㊲Ð6€‰€‚€#ƒƒã¹É€‰€‚€ ƒƒã~3ær€‰€ €‚€ ƒƒã6ÏЁ€ ‰€ ‚ƒƒãΗŸ€ ‰€ €‚‚€ ƒãŸy‹Í€‰€‚€ ƒãÂúõЀ‰€ ‚ÿsee also Reinforcement GeometryReinforcement ElevationReinforcement Inclination Reinforcement Length (X coordinates) Reinforcement Anchorage Condition Reinforcement Properties Reinforcement analysis and design optionsV%81ÿÿÿÿÿÿÿÿ48f Surcharge Loads Applied to the GroundW1â& €b€€€‚ÿSurcharge loads applied to the ground surfaceU)8ä, &€S€€‚€ ‚‚‚‚‚ÿParts 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.}5aH ^€k€€‚€ €‚€‚ãÊv†€‰€ãÊv†€‰€‚ÿSurcharge 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.¹€ä9 @€€€‚㫇F€‰€‚‚€ €‚ÿSurcharge loads may be defined as either Line loads or Distributed loadsThe following parameters define a surcharge:¯eaÉJ d€Ê€Tˆ‘€:ã•™O€‰€ ‚㫇F€‰€ ‚ãÛÓº€‰€‚ÿSurcharge positionSurcharge type - Line load or Distributed loadSurcharge Magnitudegf 6 <€Î€€ ‚€ ãzjÿ€‰€ € ‚ÿsee also the Factor of Safety options for calculation of Factor of Safety on surcharge loadsFɬ 1‹ÿÿÿÿÿÿÿÿ5¬ ø R Swedish Circle methodL&f ø & €L€€€‚ÿSwedish Circle method (Fellenius) ^¬ ˜ B R€œ€€‚€ ‚‚€€ ãó@vA& €0€€€‚ÿExtended Grid Option¿8A~CI `€€€‚€ ‚‚‚‚㊒Ý|€ €‰€ ‚ƒã6'O–€‰€ ‚ÿThere 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 {:vAùCA R€t€€ ƒãѺ¹ö€‰€‚€ ƒãOmF€‰€#‚ÿ Circular slip surfaces Slip surfacesG~C@D1Šÿÿÿÿÿÿÿÿ9@D€DõGCircular slip surfaces@ùC€D& €4€€€‚ÿCircular slip surfaces’8@DGZ ‚€q€€‚€ ‚€ ‚‚㊒Ý|€‰€ ãœwß?€‰€ ‚‚ã6'O–€‰€ € €‚ÿCircular 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:-むDõGa €€€‚€€ ㊒Ý|€‰€ ‚ƒãœwß?€‰€ ‚ƒã6'O–€‰€ ‚ƒãOmF€‰€‚ÿsee also Grid of Circle Centres Extended Grid Option Radius Definition Slip surfacesIG>H1œÿÿÿÿÿÿÿÿ:>H€H«…Strata Profile - editingBõG€H& €8€€€‚ÿStrata Profile - editingž`>HK> J€Á€€‚€ €‚€ €‚‚€ €‚€ ‚ÿ 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.Wè€HuMo ¬€Ñ€€ ‚ãwø ­€‰€ ãVÂ\ª€‰€ €‚€ ‚‚ãb!ʳ€‰€‚€ ãb!ʳ€‰€ ‚‚‚€ ‚€ €‚ÿNew 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? L€¯€PôH€ €‚€ ãüAš[€‰€ € €‚ÿa) 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. yMuM„O, (€š€PôH€ ‚€ €‚ÿCannot change this Y coordinate,it is trapped between coincident strataø¡ Oˆ‚W |€C€PôH€ ‚ã±–ç.€‰€ € ‚‚€ 㱖ç.€‰€ ‚€ ãüAš[€ ‰€‚ÿ If you wish to move the selec„Oˆ‚õGted 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 Mode4Ç„OŒ„m š€€€ ‚€ € ãò8ހ‰€#‚‚€ €‚€ €‚‚€ €0ƒãVÂ\ª€"‰€‚€ ƒƒãwø ­€‰€‚ÿUnwanted 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 stratum‚«…h ž€€€.ƒƒãé|倉€ € ‚ƒ€0ƒã0ûny€"‰€.‚ƒƒãL3âӀ"‰€‚€ ƒƒãüAš[€‰€‚ÿStrata profile topic summaryStrata profile - definitions Grid LinesY coordinate Interpolation ModeMŒ„ø…1§ÿÿÿÿÿÿÿÿ;ø…>†Ž‡Minimum Reinforcement LengthF «…>†& €@€€€‚ÿMinimum Reinforcement Length¥zø…ã†+ &€ô€€‚€ ‚€‚ÿThis is an optional parameter for the user to impose a minimum reinforcement length to comply with his design code.Ñ>†Ž‡R t€þ€F€ €/ãÂúõЀ‰€ ‚ƒãŠ²Ð6€‰€‚€ ƒãŸy‹Í€‰€‚ÿsee also Reinforcement analysis and design options Reinforcement geometry Reinforcement propertiesIã†ý‡1§ÿÿÿÿÿÿÿÿ<ý‡?ˆµŒMinimum number of slicesBŽ‡?ˆ& €8€€€‚ÿMinimum number of sliceso-ý‡®ŠB R€[€€‚€ ‚‚€ €‚€ ãL3âӀ‰€ ‚‚‚ÿA 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:-ˆS?ˆ6Œ5 8€§€€ ‚‚‚‚‚€‚‚€ ‚€‚ÿ 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.I®ŠµŒ6 <€’€F€ € ãzjÿ€€‰€‚ÿsee also Factor of Safety Analysis options and Earthquake forcesM6Œ1 ÿÿÿÿÿÿÿÿ=VÁPartial FoS on soil strengthT.µŒV& €\€€€‚ÿPartial Factors of Safety on Soil StrengthFœ2 2€)€€‚€ ‚‚€1€ ‚‚‚ÿYou 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.ǗVoÀ0 .€/€€ ‚€1€ ‚‚€‚ÿThe program divides all values of Cohesion and taœoÀµŒnf, by the given partial factor of safety before commencing the analysis or design.see also ™\œÁ= J€ž€FãcûÆ€‰€ ‚ãzjÿ€€‰€‚ÿPartial Factors of SafetyFactor of Safety Analysis options and Earthquake forcesJoÀRÁ1ÿÿÿÿÿÿÿÿ>RÁ•ÁxÄCreate a Piezometric GridCÁ•Á& €:€€€‚ÿCreate a Piezometric Grid ÂRÁžÃG \€…€€‚€ € € € € ‚‚‚‚ã2Ôt€‰€ €‚ÿIf 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.ڇ•ÁxÄS t€€€ ‚ããĀ‰€‚€.ƒãbßÒ;€"‰€‚€ ƒã2Ôt€‰€ ‚ÿsee also Ground Water Conditions Piezometric Grid Define a new Row or Column in the piezometric grid.?žÃ·Ä1€ÿÿÿÿÿÿÿÿ?·ÄïÄbÅOutput Options8xÄïÄ& €$€€€‚ÿOutput Optionss@·ÄbÅ3 6€€€€‚€ 㘔ÇÀ€‰€‚ÿsee Factor of Safety selection and tabulation optionsDïÄŠÅ1ÿÿÿÿÿÿÿÿ@ŠÅãÅÐÆInstallation errors=bÅãÅ& €.€€€‚ÿInstallation errorsíªŠÅÐÆC T€U€€‚€ ãX€‰€€ ã픞̀‰€ ‚ÿIn the case of a failed or unsuccessful installation please follow the link at Trouble shooting or contact Geosolve, reporting all error messages in full.BãÅÇ1äÿÿÿÿÿÿÿÿAÇMÇÈNo help available;ÐÆMÇ& €*€€€‚ÿNo help available³zÇÈ9 B€ô€€‚€€€ãŠUô%€‰€‚ÿSorry - there is no help available on this topic. Please use the help index (Alt+H) or go to the Contents PageV%MÇVÈ1oÿÿÿÿÿÿÿÿBVÈ¥ÈãËDemonstration version warning messageO)È¥È& €R€€€‚ÿDemonstration version warning messageäVȵÊ, &€É€€‚€ ‚‚‚‚‚ÿThis 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.&¥ÈÛÊ# €€€‚ÿ¥sµÊ€Ë2 4€æ€‚Ž€ ƒƒ‚ƒƒƒ‚ƒƒƒ€‚ÿContact:Dr Daniel BorinTel 0044 20 8674 7251GeosolveFax 0044 20 8674 9685e-mailsupport@geosolve.co.ukc<ÛÊãË' €x€€ ‚€‚ÿPlease visit our web site at http://www.geosolve.co.ukF€Ë)Ì1aÿÿÿÿÿÿÿÿC)ÌnÌÓVersion compatibilityEãËnÌ& €>€€€‚ÿSLOPE version compatibility&)Ì”Ì# €€€‚ÿÀ•nÌTÍ+ $€+€‚å€ ‚€‚ÿSLOPE Version 12 (and 12R) has been designed to provide a high degree of compatibility with its predecessors, version 9 and 9R at many levels:-%ë”ÌyÏ: B€×€Tˆ‘€:‚å€ ‚‚ã GI*€‰€ ‚‚ÿ1.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.ŽQTÍ= H€£€Tˆ‘€:‚å€ ã2T¥€‰€ ‚‚‚€‚ÿ (ii) Minimum permitted enclosed angle in 2 or 3 part wedges. yÏãË 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.À˜yÏÓ( €1€‚å€ ‚‚ÿTo 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.I1GÿÿÿÿÿÿÿÿD^tUninstalling the programBÓ^& €8€€€‚ÿUninstalling the programåt1 0€Ë€€‚€‚‚€€‚‚ÿAt 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^Á1tÿÿÿÿÿÿÿÿEÁú©KBeginners guideHelpOnTop ()9tú& €&€€€‚ÿBeginners guide%ÙÁL f€³€€ ã˜ÛQ€‰€ ã‡ì÷€‰€ €‚€ ‚€ €‚ÿPlease 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/ðúN? L€á€Tˆ‘€:€ ƒ‚ƒ‚ƒ€ € € € ‚ƒ‚ƒ‚ƒ‚ÿ1.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.®ü- (€€Tˆ‘€:€ ƒ‚€‚ÿ7Use the "plus" and "minus" buttons in the corner of the graphic box to increase and decrease the size of the graphics box.FNB' €>€ˆ€ €‚ÿEdit the data using the GUIG ü‰ < F€€Tˆ‘€:€ ƒ‚ƒ€ € †"€‚ƒ‚ÿ8Move 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 ‚€Å€Tˆ‘€:€ ‚ƒ€ € € ‚€‚€ ƒ€ € € € †"€€ € €‚ÿNote 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 ‰ + &€@€ˆ€‚€ €‚ÿInterpolation display modeAðDÜ@Q p€á€Tˆ‘€:€ ƒ€ € € € € € ‚ƒ€ €‚€ ƒ‚‚ƒ€ €‚ÿ11Type 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 (Ü@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)öʏÒA, &€•€Tˆ‘€:€ ƒ€‚ÿWhen 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'Ü@$B+ &€N€ˆ€‚€ €‚ÿMore about the graphical display g5ÒA‹C2 2€k€Tˆ‘€:€ ƒ‚ƒ‚ƒ‚ƒ€‚ÿ12Observe 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.:$BÅC( €$€ˆ€ ‚€‚ÿUndo and Redo¢t‹CgD. ,€è€Tˆ‘€:€ ƒ‚ƒ€‚‚ÿ16Type Ctrl+Z or click the Undo button to undo the edits one step at a time.17Type Ctrl+R to Redo the edits J#ÅC±D' €F€ˆ€ €‚ÿSave, Analyse and View results Û|gDŒG_ Œ€ù€Tˆ‘€:€ ƒ€ € € € € € ‚ƒ€ € € € € € ‚ƒ€ € ‚ƒ€ € ‚ÿ18Select 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.&Ò±D²IT v€¥€Tˆ‘€:€ ƒ€ € € € ‚ƒ€ € € € ‚ƒƒ‚ƒ€ € € € ‚ÿ22As 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,ŒG K, &€Y€Tˆ‘€:€ ƒ€‚ÿDisplay 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. Ÿg²I©K8 @€Î€€‚€ã+Ë\€‰€ €‚ÿ Before going on to explore further you might like to read the General rules for data entry.E KîK1™ÿÿÿÿÿÿÿÿFîK,Ln€Program installation>©K,L& €0€€€‚ÿProgram installation&îKRL# €€€‚ÿ À,L]NK d€€ˆ€ € €‚€ ‚€ € € €‚€ ‚‚‚‚‚€ €‚ÿFull 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:ÕRLn€0 .€«€ˆ€ € ‚‚€ € ‚ÿ1) 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]Nn€©Ke on more than one machine but it will only run on the machine with the hardware key plugged in.D]N²€1¡ÿÿÿÿÿÿÿÿG²€ï€_System requirements=n€ï€& €.€€€‚ÿSystem requirementsp5²€_; F€j€ãHúó^€‰€‚ã³ñ c€‰€‚ÿMemory requirementsDisk Space Requirements@1;ÿÿÿÿÿÿÿÿHŸ؁âˆHot key summary9_؁& €&€€€‚ÿHot key summarysIŸK‚* $€’€€‚€€‚ÿThis is a summary of all the shortcut keystrokes available in SLOPE±Z؁ü‚W ~€Ž€‚i€‚€ ƒƒã¡fàu€‰€ ‚‚ƒƒã*› ÿ€‰€ ãåãÔl€‰€ €‚ÿF1Context sensitive helpCtrl+CCopy Data / Results to clipboard JK‚ …à T•€Œ‚i€ ƒƒ‚ƒƒã+Ë\€‰€ ‚ƒƒãhôœÊ€‰€ ‚ƒƒãˆþŒ€‰€ ‚ƒƒã͞w€‰€ ‚ƒƒãÿIUK€‰€ ‚ƒƒã*› ÿ€‰€ ‚ƒƒã+Ë\€‰€ ‚ƒƒ‚ƒƒã͞w€‰€ ‚ƒƒã­+}Š€‰€ ‚ƒƒã­+}Š€‰€‚ÿCtrl+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))ü‚2…& €€‚i€‚ÿF …J‡Ò r€Œ‚i€ ƒƒã &ñ€‰€ ‚ƒƒãAãဉ€ ‚ƒƒã’€ ‚ƒƒ‚ƒƒ‚ƒƒã’€ ‚ƒƒã;©Áـ‰€ ‚ƒƒã &ñ€‰€ ‚ƒƒã­+}Š€‰€ ‚ƒƒãd.Â×Æ) €}€€ ‚‚‚‚‚‚ÿDATA 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.ÚpÄÞÈ- (€µ€€ ‚‚‚‚‚‚‚‚‚‚ÿWEDGE 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.˜q×ÆvÌ' €ã€€ ‚‚‚‚ÿFACTOR 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.Ÿ”ÞÈ4Ï* "€)€€ ‚‚‚‚‚‚‚ÿLOAD 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.×­vÌ* "€[€€ ‚‚‚‚‚‚‚ÿINTERLOCK PROBLEM The force distribution in one or more slices suffers from the interlock condition described in Section 10.1.4. The affected slices are lis4Ïú‹ted 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.N4Ïe5 8€3€€ ‚‚‚‚‚€ €‚€ ‚‚‚ÿNETT 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. "ö‡, &€í€€ ‚‚‚‚‚‚‚‚‚ÿThe 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? _7eæ ( €o€€ ‚‚‚‚‚ÿThe 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.'õ‡ 2 2€ë€€ ‚‚‚‚€ €‚€ ‚ÿCANNOT 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. oæ ­1 0€ß€€ ‚‚‚€ €‚€ ‚ÿThe 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€€ ‚€‚ÿThis 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 ­@ú‹FoS of 1.15.@­[@1‘ÿÿÿÿÿÿÿÿL[@”@ô@Design criteria9@”@& €&€€€‚ÿDesign criteria`-[@ô@3 6€Z€€‚€€‚€€‚ÿSorry - this topic is not complete. E”@9A1›ÿÿÿÿÿÿÿÿM9AwAáIHints on using SLOPE>ô@wA& €0€€€‚ÿHints on using SLOPEÖ¬9AMD* "€Y€€‚€ ‚‚‚ÿCHOICE 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)._8wA¬G' €q€€ ‚‚‚‚ÿFINDING 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) €÷€€ ‚‚€‚ÿANCHOR 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.‘X¬GáI9 B€°€€ ‚ã€Bù„€‰€‚€ €‚ÿThe following topics may be of interest:-How to model tension cracks Tension ; PIJ1þÿÿÿÿÿÿÿÿNJPJNReferences4áIPJ& €€€€‚ÿReferences‹HJÛLC T€‘€€‚€ € ‚‚€ € ‚‚€ € ‚‚€ € ‚ÿBishop, 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 :€€€ ‚€ € ‚‚€ € €‚ÿSpencer, 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.?ÛL\N1ÿÿÿÿÿÿÿÿO\N”NeOError messages8N”N& €$€€€‚ÿError messagesÑ|\NeOU z€ø€ãÚô$ǀ‰€‚ã1C“€‰€‚ãŸÁߔ€‰€‚ãv‡€‰€‚ÿInstallation errorsData errors and warningsAnalysis error messagesDemonstration version warning messageP”NµO1r ÿÿÿÿÿÿÿÿPµO €+ˆEarthquake acceleration factorsI#eO €& €F€€€‚ÿEarthquake acceleration factorsµO €eOT*µO`‚* "€U€€‚€ ‚‚‚ÿFor 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.^- €Ÿ„1 0€[€€ ‚€ €‚€ ‚‚‚ÿEffect 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`‚7‡6 :€‡€€ ‚€ € ‚‚€ € €‚ÿ(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'Ÿ„„‡& €N€€ €‚ÿ itive upwards on the passive side.(7‡¬‡% €€€‚ÿI„‡+ˆ6 <€’€F€ € ãzjÿ€€‰€‚ÿsee also Factor of Safety Analysis options and Earthquake forcesH¬‡sˆ1íÿÿÿÿÿÿÿÿQsˆŽˆp‹Disk Space RequirementsA+ˆŽˆ& €6€€€‚ÿDisk Space RequirementsnCsˆ"‰+ &€†€€‚€ ‚€‚ÿDisk space requirements for SLOPE version 12 are as follows:‡QŽˆ©Š6 :€£€€‚‚‚‚‚‚ƒƒƒƒ‚ƒƒƒ‚€‚ÿ 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 graphicÇ¢"‰p‹% €E€€ ‚‚ÿReport files containing colour graphics are very large.You are responsible for removing old or unwanted files which will otherwise occupy valuable disk space.N©ŠŸ‹1SÿÿÿÿÿÿÿÿRŸ‹Œ'Colour shading of soil strataG!p‹Œ& €B€€€‚ÿColour shading of soil strata"ÞŸ‹'D V€¿€€ ‚€ € †"€€ € € € €‚‚ÿBy 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&Œ~1œÿÿÿÿÿÿÿÿS~΍ØÅInitial Radius and Increment of RadiusP*'΍& €T€€€‚ÿInitial Radius and Increment of Radiusò¬~ÌÀF Z€Y€€‚€ ‚‚‚‚ã‚a=;€‰€ ã£1ÆG€‰€ ‚‚‚ÿThis 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΍ÌÀ' 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,ñ΍øÂ; D€ã€€ ‚€ € ‚‚€2€ €2€ ‚‚‚ÿHOWEVER 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.)µÌÀ!Åt ¶€k€€ ‚‚‚€2€ €‚‚€ € ã‚a=;€‰€ ‚ƒã£1ÆG€‰€‚€ ƒã6'O–€‰€ ‚ƒ€ ㊒Ý|€‰€ ‚ÿFor 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 ·bøÂØÅU z€Ä€€ ƒãœwß?€‰€ €‚€ ƒãѺ¹ö€‰€‚€ ƒãOmF€‰€#‚ÿ Extended Grid Option Circular slip surfaces Slip surfaces9!ÅÆ1éÿÿÿÿÿÿÿÿTÆCÆûÍNotation2 ØÅCÆ& €€€€‚ÿNotationÇÆWÈM h€€€‚€ ƒ‚ƒ‚ƒ‚ƒ‚ƒ‚ƒ‚€‚‚€€ ƒƒ€‚€€ƒƒ‚ÿf(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 soil0ŒCƇÊt ¶€y€€€ƒƒ‚€€ƒƒ‚€€ƒƒ‚€€ƒƒ‚€€ƒƒ‚€ƒƒ€‚ƒƒ‚€€ƒƒ‚€€ƒƒ‚€€ƒƒ‚ÿgwUnit 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) ²WȧÌn ª€e€€€ƒ‚€€ƒƒ‚€€ƒƒ‚€€ƒ‚€€ƒ‚€€ƒƒ‚€€ƒƒ‚€€ƒƒ‚€ƒ€ƒ‚ÿEw, 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 stressTó‡ÊûÍa €ç€€€ƒ‚€€ƒƒ‚€€ƒƒ‚€ƒƒ€‚€€ƒƒ‚€€€ƒƒ‚€€ƒƒ‚ÿp'v , p'hVertical and horizontal effective stressDpIncremental wall pressurePeqAdditional active force due to earthquake accelerationuWater pressurexWall displacementDxIncremental wall displacementyElevationD§Ì?Î1~ÿÿÿÿÿÿÿÿU?Î|ÎÉÎMemory requirements=ûÍ|Î& €.€€€‚ÿMemory requirementsM&?ÎÉÎ' €L€€‚€ ‚ÿSLOPE requires about 10Mb of RAM.= |ÎÏ1GÿÿÿÿÿÿÿÿVÏ<ÏNData listing6ÉÎ<Ï& € €€€‚ÿData listingÒÏN4 6€¥€€‚€ € € € € ‚ÿThis 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. <ÏNÉÎType Alt+N or choose View | Data Listing from the main menu.H<Ï–1 ÿÿÿÿÿÿÿÿW–êÉ Interaction coefficientT.Nê& €\€€€‚ÿSoil-Reinforcement Interaction coefficient)Ö–S t€­€€‚€€‚€€€€€‚‚‚‚ƒƒ€1€€1€€€‚ÿInteraction 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)µê.f š€k€€‚‚‚€€‚‚ƒ€€€1€€1€€€‚‚‚ƒ‚€1€ƒ‚ƒ‚€1€ƒ‚€€ƒ‚ÿThe 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 ^€ €€ƒ‚ƒ€‚€‚€‚€€‚€€€€‚‚‚ÿf(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:ˆ. Œ 怀€‚ƒ€1€€€1€€€‚‚€€‚‚€ƒ€€€€€‚‚€€‚‚ƒ€€€1€€1€€€‚‚€‚‚€ ‚€ €‚ÿP(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+â{º I `€Å€€ ‚‚‚‚ƒ€€ €€ €€ €€ ‚‚€€ ‚ÿAdhesion and friction between soil and reinforcement are expressed as a proportion, Ó(int) of local soil strength. Ó(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:>֏ ø h ž€­€€ ‚ƒ€€ €€ €€ ‚‚€€ ‚‚€ƒ€ €€ €€ €€ ‚‚€‚€.‚€‚ÿt(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.Ñyº É X €€ò€B€ ƒãŸy‹Í€‰€ ‚€.ƒƒãŠ²Ð6€"‰€.€‚€ ƒƒãÂúõЀ‰€‚ÿSee alsoReinforcement propertiesReinforcement geometry Reinforcement analysis and design optionsBø  1þÿÿÿÿÿÿÿÿX F…EInterlock problem;É F& €*€€€‚ÿInterlock problem†I Ø@= H€“€€‚€ ãޒ³€ ‰€ €2€ €‚ÿAs 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. ThFØ@É 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€ €‚ÿtanf(m) = tanf/F......................Š|Ø@àC* "€ù€€ ‚‚‚€‚ÿThus 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. ¥:A…Eˆ ހ;€F€ ‚€ 㘔ÇÀ€‰€‚‚ãGLæL* $€(€€‚€ €‚ÿTopic summary 3ÌšLNg œ€™€F㢺¹‚€‰€‚ƒãù[ဉ€ €‚ã7` æ€‰€‚ãŠÃm2€‰€‚ƒãÛôœt€‰€‚ÿMethod of analysisInterlock problem Interslice friction/adhesion factor Calculate Factor of Safety on Soil Strength or Surcharge LoadsSearch for Minimum or Maximum Load Factork;æL„N0 0€v€€ƒã GI*€‰€‚ÿDirection of failure during Load Factor calculation©aN-OH `€Â€Fãö碀‰€‚ãcûÆ€‰€‚ãÛ 6쀉€‚‚ÿMinimum number of slicesPartial Factors of SafetyEarthquake acceleration factors›U„N €F \€ª€€ € ãÂúõЀ‰€ €‚€ ƒãOmF€‰€‚ÿSee also Reinforcement analysis and design options Slip surfaces-O €ñKo>-O{€1| ÿÿÿÿÿÿÿÿ[{€ã€.‹Calculate Factor of Safety on Soil Strength or Surcharge LoadshB €ã€& €„€€€‚ÿCalculate Factor of Safety on Soil Strength or Surcharge LoadsÚ{€ƒD V€µ€€‚€ ‚‚ƒ‚ƒ‚‚€ € ‚€ € ‚‚€ € ‚ÿThe 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 å々* "€Ë€€ €1€ ‚ÿFor 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. Ѓ‡= H€¡€€ ‚€ €‚€ ‚‚ã GI*€‰€‚ÿCalculate 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_#…|‰< F€G€€ €‚€‚ãÛôœt€‰€‚€‚ÿSLOPE 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.²o‡.‹C T€ß€€‚ãpÁbπ‰€‚€‚‚ãzjÿ€‰€‚ÿPartial 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 ÿÿÿÿÿÿÿÿ\‚‹ҋÇUpgrading from SLOPE version 7 or 8P*.‹ҋ& €T€€€‚ÿUpgrading from SLOPE version 7 or 8 £}‚‹uŒ& €ú€€ €‚ÿIf you are upgrading from SLOPE version 7 or 8 you should read these notes which give details of some important changes:-Z0ҋό* $€`€ 瀀3‚‚€‚ÿSLOPE versions 7 and 8 - DATA CONVERSIONçµuŒ¶Ž2 2€k€ 瀀4‚‚€5‚€4€‚ÿData 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:0όæŽ- *€€ŠV]ñg‡€‚ÿ&ú¶ŽÁ, &€õ€€‚‚‚‚‚‚‚‚‚ÿ+-----------------------------------------------------+Š Š ŠŠ Old data values Š Default parameter settings ŠŠ Š for SLOPE version 12 Š+------------æŽÁ.‹------+----------------------------------ŠŠ Š Š Š ŠŠ Cohesion = 0 ŠCohesionless Š Drained Š OC ŠŠ Š Š Š Š+------------------+-------------+-----------+--------Š%øæŽ=Ã- (€ñ€€‚‚‚‚‚‚‚ƒ‚‚ÿŠ Š Š Š ŠŠ Friction > 0 Š Š Š ŠŠ Š Š Š ŠŠ Cohesion > 0 Š Cohesive Š Drained Š OC ŠŠ Š Š Š Š+------------------+-------------+-----------+--------ŠŠ Š Š Š ŠŠ Friction = 0Š Š Š ŠŠ Š Š Š Š&úÁcÅ, &€õ€€‚‚‚‚‚‚‚‚‚ÿŠ Cohesion > 0 Š Cohesive Š Undrained Š OC ŠŠ Š Š Š Š+------------------+-------------+-----------+--------ŠŠ Š Š Š ŠŠ Friction = 0 Š Š Š ŠŠ Š Š Š ŠŠ Cu/p' ratio Š Cohesive Š Undrained Š NC Š Š Š Š Š+-----------------------------------------------------+&=ÉÅ# €€€‚ÿCcÅÌÅ@ P€€ 瀜V¬[±]µ añ¡€‚ÿB‰ÅÇ4 6€€ 瀀5‚€4‚‚€5‚€4‚‚ÿPartial 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 rein