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MSettle User Manual

1. Eor wb L m uw Figure 15 1 Pore pressure as a result of piezometric level lines MSettle calculates the hydraulic pore pressure along a vertical in the following way e The pore pressure inside a layer is calculated by linear interpolation between the pore pressures at top and bottom e The pore pressure at the top or bottom is equal to the vertical distance between this point and the position of the PL line that belongs to this layer multiplied by the unit weight of water e If PL line number 99 is specified for the top and or bottom of any soil layer MSettle will use at that boundary the PL line of the nearest soil layer above or below which has a thickness larger than zero and a PL line number not equal to 99 If the interpolation point is located above the phreatic line the pore pressure is assumed to be zero or a capillary pressure depending on the sign of the PL line number The following options are available therefore for giving PL line numbers Positive Capillary pore pressures are not used that is if negative pore integer pressures are calculated for points above the phreatic line they become zero Zero All points within the layer obtain a pore pressure 0 kN m 99 The pore pressure depends on the first layer above and or below the point with a PL line number unequal to 99 15 1 2 Phreatic line The phreatic line or groundwater level is use
2. Parameter Unit Mean Standard Deviation Statistic Local average fiat kN m 13 94 0 588 0 985 Yunsat kN m 13 94 0 588 0 985 G 108 m s 2 47 2 02 3 38 C C 1 POP kN m 5 12 2 05 3 44 NEN Koppejan b 18 4 6 71 Gi 10 1 5 0 8 Cs 10 ed 54 17 4 29 2 NEN Bjerrum Isotache linear strain RR C 1 e0 0 132 0 03 0 05 CR C 1 e0 0 237 0 06 Ca 0 0262 0 006 0 011 abc Isotache natural strain a 0 05804 0 013 0 023 b 0 1096 0 02 0 01363 0 0036 0 006 Estimated due to limited number of samples TUTORIAL 73 4 2 Initial embankment design Tutorial 2a The input of layers boundaries piezometric lines phreatic line and soil parameters have already been described in Tutorial 1 chapter 3 This section will describe all additional steps to determine e the required soil raise to arrive at the design level after settlement using the Maintain Profile option e the approximately allowed speed of loading without and with vertical drains by coupling to an MStab stability analysis 1 In the Open window from the File menu select lt Tutorial 2 sli gt from the Examples directory where the MSettle program was installed 2 Save it as lt Tutorial 2a gt The View Input window Figure 4 2 shows top down the clay and peat layer A drained sand layer has been added at the base for the purpose of a coupled st
3. Case Vertical Time yw Pair D d A days m kPa m m m A 1 1000 8 0 2 0 2 0 456 2 1000 8 0 40 0 2 10 077 B 1 300 1000 7 0 2 0 2 0 456 1 600 6 34 25 2 0 2 0 456 2 300 1000 7 0 40 0 2 10 077 2 600 6 34 25 40 0 2 10 077 C 1 400 10 43 25 2 0 2 0 456 1 1000 11 96 15 2 0 2 0 456 2 400 10 43 25 40 0 2 10 077 2 1000 11 96 15 40 0 2 10 077 D 1 1000 1 0 2 5 0 25 0 974 2 1000 1 0 40 0 25 25 796 E 1 300 1000 1 0 2 825 0 25 1 141 1 600 5 5 15 2 825 0 25 1 141 2 300 1000 1 0 45 2 0 25 29 559 2 600 5 5 15 45 2 0 25 29 559 F 1 400 5 20 2 625 0 25 1 038 1 1000 2 5 35 2 625 0 25 1 038 2 400 5 20 42 0 25 27 238 2 1000 2 5 35 42 0 25 27 238 G 1 1000 1 0 3 39 0 223 1 481 2 1000 1 0 45 2 0 223 29 938 H 1 300 1000 1 0 3 15 0 223 1 351 1 600 4 5 3 15 0 223 1 351 2 300 1000 1 0 42 0 223 27 594 2 600 4 5 42 0 223 27 594 I 1 400 7 5 30 3 0 223 1 271 1 1000 6 10 3 0 223 1 271 2 400 7 5 30 40 0 223 26 137 2 1000 6 10 40 0 223 26 137 MSettle result In order to compare the MSettle output to the analytical result in a proper way the creep must be set to nought i e c 0 for Isotache C 0 for NEN Bjerrum and Cs C 10 for NEN Koppejan The stationary hydraulic head distribution along the layer calculated by MSettle can be found using the View Data option in the Depth History window MSettle results are compared to the spreadsheet results in Table 22 23 to Table 22 25 376 MSETTLE USER MANU
4. sss 225 FOSM background ioi creer en 327 start analysis verification eeeeeeeeeeees 394 GEF file oec cesi retia 39 219 GeoDelft t 30 Geometry AD sees eee Veo SES CHE Eee EE re o UE EET ERE VER 166 A 166 assumptions eese 250 check validity cessscssssssscsscessvesssesses 197 CLEMONS e E 249 2 4o quem 191 inp 190 import from database 190 luni 191 modeling ciere erret nne 257 NOW MM inses 186 OBJECTS NES 249 nonc 192 TestricBiorns e esee oretenus 250 Geometry menu eee 185 GeoObjects menu eene 198 Getting Started eeeeeeeeeeeeeees 33 HeNCKY P 25 Hencky straim eer reos 301 Horizontal displacements DACKQTOUNG itte rrt 328 hunger 184 model selection ees 167 results in depth 240 241 242 verification eo IP Tdentification cccccceseeccesseeceeees 169 IFCO method 90 139 142 199 Imaginary surface 216 282 tutorial Imperfection background Import GEOMELTY isere 190 material properties 174 PLUMES Lm 193 Influencing factors background eeeeees 326 16SUlE S 2 1 sede d eoe aaar NECA 246 Initial load Input boundaries
5. eeeeeeeeeeee geometry ENE EE A ER Diu c phreatic line PL lines eee eee ee eei eoe eoo aeo PL lines per layer 196 points Input file Isotache background input parameter conversion parameters ceeeeeeeeeeennenn 311 verifiCablon eec 353 Iteration stop criteria 217 Jacobian matrix cesses 322 Koppejan See NEN Koppejan 2c AE 250 p 3i cicer 260 ATIDUL cde ceterae eara ane Ea ag oa HU Nar 194 434 MSETTLE USER MANUAL Literature ie eerte eene 427 Load columns 217 279 Loading generate nonuniform generate uniform eessen Loads background eec n ones 271 CIIC lat iie eeesecss ease sesenta 208 273 MEM PE 203 non uniform eeeee 203 271 tectangulaz oes eee ero eee anon no 273 submerging of eerte 274 trapeziform 207 272 UNION MEER 210 274 WalGI 15 eiseexsen Paca esi ved ten ke neu a ae Een 206 Lognormal distribution background e eene enero 324 default ceecse eene reete va ren piersi ions 168 Main window ccce 34 Maintain profile Iteration stop criterium Maternal oscurecer iraina assign to layers Maximum a posteriori estimate 321 Mean value backgro nd 5 eerta 324 residual settlement 247
6. Figure 3 6 Points window TUTORAL 51 3 3 3 Phreatic Line 20 Click Geometry on the menu bar and choose Phreatic Line Note that MSettle assumes the location of the phreatic line by default at the first defined piezometric level x Select the PlLine by number which acts as ho a phreatic line Cancel Help Figure 3 7 Phreatic Line window 3 3 4 PL lines per Layer 21 Click Geometry on the menu bar and choose PL lines per Layer 22 Enter the PL line numbers 1 for the phreatic line and 2 for the piezometric level in the sand layer at the top and the bottom of the different layers The piezometric level will vary linearly in the organic clay layer due to its relatively low permeability compared to the surrounding sandy clay layers 23 Click OK to confirm of PL lines per Layer PL ine PLiine at top at bottom Layer Number nnn lx 1 1 2 2 Figure 3 8 PL lines per Layer window See Geometry menu 8 9 3 and chapter 12 for a detailed description of geometry input 3 4 Soil types and properties 24 Choose Materials from the Soil menu to open the Materials window 25 Select Soft Clay in the material list at the left hand of the window Click Rename and change Soft Clay into Clay Organic Enter the soil properties according to Table 3 1 Click the Compression tab and the Consolidation and unit weight tab to switch between the input screens of the corresponding
7. a vei SYL a i 1F 4 g where 286 MSETTLE USER MANUAL Consolidation coefficient m sec Drainage length m Time sec Degree of consolidation qr ag In case of vertical drains the expression is more complicated MSettle combines the degree of consolidation with the predicted layer deformation under fully drained conditions 19 Az U t ANprim o Ah t for NEN Koppejan U t A haamea o t for Isotache and NEN Bjerrum where o Vertical effective stress kN m Ahprim Primary contribution to layer deformation according to Koppejan m Ahsec Secondary contribution to time dependent layer deformation according to Koppejan m Aharainea Theoretical time dependent layer deformation under fully drained conditions according to Isotache NEN Bjerrum m Ah Total layer deformation with approximate influence of consolidation m 15 2 2 Terzaghi Consolidation of multi layered systems MSettle considers clusters of consolidating layers between drained layers or drained dispersion boundaries MSettle models these multi layered clusters by introducing a fictitious homogeneous layer with equivalent consolidation coefficient MSettle scales the vertical co ordinate z in layer i with the vertical consolidation coefficient Cvi The following cases show the expressions used including the contributions of optional vertical drains 8 15 4 dy dy c 20 a a RU Maa with g E Ms hoa n 21
8. buttons to select the visible part NOTE Click the right hand mouse button in the Depth History graph and select the View Data option to view all chart data for convenient export to spread sheets 11 6 2 Depth History Darcy For Darcy consolidation model the Depth History window displays graphs of settlements and stresses against the depth per vertical at a particular time Depth History o x Fses o GP RP B Vertical 2 relin 200 000 v TV Deformation is Ux Depth trj Depth iri mu iere oo aces eal cae al ae dao 20 40 60 80 100 120 0 0000 0 0005 0 0010 0 0015 0 0020 Effective stress kPa Settlement m Vertical 1 X 0 000 m Z 0 000 m Time 200 000 days Method NEN Koppejan with Darcy Linear strain Figure 11 14 Depth History window for Darcy consolidation model 242 MSETTLE USER MANUAL Stress Enable this checkbox and then click one of the buttons c a KJ el to display respectively the effective stress total stress hydraulic head excess hydraulic head pore pressure or excess pore pressure in the left hand chart Deformation Enable this checkbox to display the graph of settlement in time or the graph of horizontal displacements in the right hand chart Vertical Type the vertical number that must be displayed or click the arrow up and arrow down keys S to scroll through the available vertica
9. 169 appearance settled geometry 172 appearance stresses in geometry 171 input file inerte rt rr arent ens 173 View AN PUES erii erre iaa 169 geometry tab 35 266 geometry tab buttons 253 geometry tab legend 255 input tab Void ratio eeeesssss Warning messages 227 235 Water loads rinside kariri verification Mater menu eieec ente au e eh eto eo shoe r kn 202 Weighted least squares 321 MG HER 186 438 MSETTLE USER MANUAL Write MStab input eee econ Write settled geometry Young s modulus sees Zoom Wl seen EE Fee Ve avs le ge Pun 38 254 limits en vepres t eee evi te ea e a eno 38 254 MO WG voee eese eese eva to va eno une redeo 252 ji 38 254 rectangle nennen 38 254
10. Figure 22 1 Comparison between MSettle and the spreadsheet results Pc compression and linear strain 352 MSETTLE USER MANUAL Time days 0 1 2 3 4 5 6 7 8 0 001 T T wee p 1 p wg I oF i 05 5 mn oe amp pan s i 10 I 10 I saa m a E 0 001 5 i sau ne d 1 E EBS 2 a 1 Ez a i i 20 BE E B a 1 0 002 r i i MSettle Pc Natural strain Terzaghi bm3 1b T MSettle Pc Natural strain Darcy bm3 1f bees 0 003 T Spreadsheet Pc Natural strain Figure 22 2 Comparison between MSettle and the spreadsheet results Pc compression and natural strain Time days 0 1 2 3 4 5 6 7 8 Os 0 001 F MSettle OCR Terzaghi bm3 1c MSettle OCR Darcy bm3 1g 0 002 0 Spreadsheet OCR e paassa amp 0 003 r 1 E lise anh n E oot i 1 E BEBE H 10 pes a 10 0 005 ara s a s SE 20 0 006 Baa m m 1 40 0 007 lard 0 008 Figure 22 3 Comparison between MSettle and the spreadsheet results for OCR compression VERIFICATION 353 Time days 0 1 2 3 4 5 6 7 8 0 001 Die I I g i 1 0 i I bone mi I 5 E i 5 E 0 001 5 wee g 10 S nesana i o 1 10 heen E eee 5 i 2 1 E T 1 0 002 20 ee m Msettle POP Terzaghi bm3 1d PEN POP ghi MSettle POP Darcy bm3 1h 40 Spreadsheet POP MERE 0 004 Figure 22 4 Comparison betw
11. TUTORIAL 111 The measurements are displayed in the Measurements tab of the Fit for Settlement Plate window Figure 5 9 Separate weights can be attached to each of the measurements The default weight is 1 A large weight to a certain measurement will increase its relative influence LI x Vertical 4 at 50 000m z Measurements Materials File name Tutorial 3 txt Clear Shift measurements 7 Start date 1 1 2000 v Ime days o Start time 1200 004M Settlement Im 0000 Iv Show shifted time in table IV Show shifted settlement in table Date 25 01 2000 14 05 2000 22 05 2000 23 05 2000 04 06 2000 11 06 2000 18 06 2000 25 06 2000 02 07 2000 03 07 2000 16 07 2000 13 08 2000 20 08 2000 28 08 2000 03 09 2000 OK Cancel Help Figure 5 9 Fit for Settlement Plate window Measurements tab Tutorial 3b 16 Select the Materials tab This tab offers options for automatic or manual adaptation of 5 special fit parameters as shown in Figure 5 10 112 wstrrLE USER MANUAL 4 at 50 000m Peat M Sand Pleistocene moo 1 000 1 000 1 000 1 000 1 000 1 000 1 000 LN 1 000 10 00 mo 10 00 3 00 1 00 Figure 5 10 Fit for Settlement Plate window Materials tab Tutorial 3b 17 Click the Show Current button to compare the initial prediction with the actual measurements as shown in the Time History
12. 94 Jj4 aT E MSettle will temporary increase the diagonal terms of the matrix J w J W according to the Levenberg Marquardt algorithm whenever this is required for further convergence during the iteration process MSettle indicates the goodness of fit by a so called imperfection and a coefficient of determination BACKGROUND 323 Imperfection E Zm 2 n 1 95 of 95 Coefficient of determination 1 d 2 where n is the number of measurements 18 2 Reliability Analysis The bandwidth and the parameter sensitivity for total and residual settlements in a single vertical can be determined by using a reliability analysis The bandwidth and sensitivity of the settlements depend on the assumed uncertainty in the input parameters expressed in standard deviations MSettle can update and thereby reduce the initial parameter uncertainty by using settlement measurements The following sections will present the basic background on e Stochastic distributions and parameters 8 18 2 1 e Initial and updated parameter covariance 8 18 2 2 e Sensitivity analysis with MSettle 8 18 2 3 e The probabilistic methods in MSettle 8 18 2 4 18 2 1 Stochastic distributions and parameters MSettle can apply a standard normal probability distribution for all stochastic uncertain parameters and all probabilistic methods The alternative lognormal distribution is currently only available for testing purposes Both
13. C New geometry wizard Figure 7 5 New File window 3 Inthe Import Geometry From window displayed select the GEO file named lt Tutorial 5 geo gt located in the Examples folder where the MSettle program was installed 4 Click OK 144 MSETTLE USER MANUAL The predefined geometry is displayed in the Geometry tab of the View Input window Figure 7 6 This imported geometry contains only the points the layers boundary and the PL lines not the material types and properties They will be imported from an MGeobase database 8 7 3 1 Figure 7 6 View Input window Geometry tab after importing geometry 5 Click Save as in the File menu enter lt Tutorial 5a gt as file name and click Save 7 2 2 Model The soil and consolidation models as well as the use of vertical drainage are to be set 6 Inthe Model window from the Project menu select the Isotache soil model and the Darcy consolidation model in 2D geometry and mark the Vertical drains checkbox 7 3 Soil materials The layers geometry is already modelled however the material properties phreatic line and piezometric levels per layer still need to be defined 7 3 4 Importing material properties from an MGeobase database The parameters from Table 7 1 were saved in an MGeobase database To import them the location of this MGeobase database must be first specified 7 Inthe Program Options window from the Tools menu select the Directories tab TUTORIA
14. Load column width Non uniform loads m fico Trapeziform loads m 1 00 Imaginary surface mf tt Iteration stop criteria Maintain profile m foro Submerging m foo Minimum settlement for submerging m 0 000 Maximum iteration steps fo ng EE Figure 10 2 Calculation Options window for 2D geometry See 8 10 1 1 for a description of the general input fields that are shared with a 1D geometry 216 MSETTLE USER MANUAL Stress distribution in loads Maintain profile Material name Time Total unit weight above phreatic level Total unit weight below phreatic level Imaginary surface Submerging When this option is chosen MSettle will incorporate the effect of stress distribution inside non uniform loads MSettle will divide the load in columns see the Load column width option described below and then divide each column into pieces with a height of approximately one meter Enable this checkbox to get MSettle to add a special superelevation load This load will keep the top surface at the defined level during deformation analysis See 8 13 6 for background information This is the name of the special superelevation load that is added to the geometry using the Add Superelevation option in the Write Settled Geometry window This option can be accessed through the Results menu Enter the number of days before the superelevation load will be applied The superelevation load has to be applied during the last loa
15. Same scale for x and y axis v Verticals v Rulers Same scale for x and z axis V Points M Origin Labels Layers Grid C As layer numbers Points Iv Show grid Snap to grid C As material numbers Dus giis Grid distance m 1 000 I Verticals V Layers Selection Accuracy 2 00 Info bar Enable this checkbox to display the information bar at the bottom of the View Input window Legend Enable this checkbox to display the legend Rulers Enable this checkbox to display the rulers Layer colors Enable this checkbox to display the layers in different colors Same scale for x and y axis Enable this checkbox to display the x and y axis with the same scale in the top view Same scale for x and z axis Enable this checkbox to display the x and z i e vertical axis with the same scale Origin Enable this checkbox to draw a circle at the origin Large cursor Enable this checkbox to use the large cursor instead of the small one Points Enable this checkbox to display the points Loads Enable this checkbox to display the loads Verticals Enable this checkbox to display the verticals Labels Points Enable this checkbox to display the point labels Loads Enable this checkbox to display the load labels Verticals Enable this checkbox to display the vertical labels Layers Enable this checkbox to display the layer labe
16. e The system for error messages and warnings has been improved as well as the messages themselves 8 11 2 7 INTRODUCTION e Output of report and plots are now available in the English French and Dutch languages 8 8 2 4 e Result graphs have been extended With the Darcy model MSettle gives results for different stress components in time and along the depth With the Terzaghi model the settlement depth curve has been added 8 11 5 11 6 e The Reliability module 8 18 2 is upgraded from evaluation version to product version including full verification e The Horizontal Displacement module 8 18 3 based on De Leeuw tables Lit 24 has been added 1 5 Limitations When working with MSettle the following limitations apply e During vertical displacements calculation MSettle assumes that horizontal displacements are zero The horizontal displacements from the corresponding module will therefore not influence the vertical displacements calculation e For Terzaghi the submerged weight is determined on the basis of final settlements Furthermore only the weight of non uniform loads is reduced e g not the weight of uniform loads or soil layers e For Darcy the gradually changing submerged weight during the calculation is only calculated for non uniform loads and soil layers but not for uniform loads e The consolidation models do not explicitly describe horizontal flow The horizontal flow to drains is modelled by a leaka
17. total settlement Measure the distance between two points hin 38 Measure the distance between two points DUELOTIG eer evento iei evenire tus 254 Menu Tile vise eere tdee tee aba vue E 159 GEOMELIY cc desseie dis coe Tes d ea va eeoa 185 MGeobase 174 190 191 204 249 nr 165 Mod leS ap 33 Monte Carlo background icssisscaccsccssacvscsssacvscess 328 SUALU s ciecbdsantaceadecionchesteasstveeaneesss 225 MSettle SEATON G A 33 MStab WHILE put sisser ener e eene rennen 244 MStab write input verification cccccceseseseeceeeeeeeees 386 Multi layered systems 286 MZ oo E E T oov edo EE Se PEU voce ee 191 Natural Strain ccccccssssssseeeeeeeeeees 25 TSOtaChe vss lt cavecssssavacdeseavesteseevocses 300 NEN Koppejan eeeeeeeee 306 NEN Bjerrum eene background nu parameters eeseeeeeeeeeneeene settlement A VerifiCatloTi i srsssisscrsssariorisiiisirias NEN Koppejan natural strain eese 306 parameters Settlement uie eeseseceo eo teer eene swellirig 4 occ eee eoi e eroe eroe verification New geometry irse ice eo eae tense ran ns 257 NEW wizard i 2er etie reve ee ee eau 186 Non uniform loads background eee eee ero noua nnoe 271 orinfo PE 38 254 column width ses 217 import soil propert
18. 0 2 04 06 08 1 12 Spreadsheet Vertical 1 MSettle Vertis Sand wall Dewatering off o Depth m NAP 8 Column drain Dewatering off o Depth m NAP Strip drain Dewatering off Figure 22 15 Comparison between MSettle and the spreadsheet hydraulic head distribution for Enforced Dewatering Off 378 MSETTLE USER MANUAL Hydraulic head m Hydraulic head m Hydraulic head m a0 08 6 4 2 D 2 3 6 4 2 o 2 E dp Eo c di d o D D 5 5 5 5 Spreadsheet Only drainage u 5 3 Msettle Only drainage 3 3 no Spreadsheet Dewatering on Bao Bug a Msettle Dewatering on i a E Spreadsheet Dewatering off E E MSettle Dewatering off a5 15 15 20 20 20 Sand wall Simple input for dewatering Column Simple input for dewatering Strip drain Simple input for dewatering Vertical nr 1 Vertical nr 1 Vertical nr Figure 22 16 Comparison between MSettle and the spreadsheet hydraulic head distribution for Simple Enforced Dewatering Hydraulic head m Hydraulic head m Hydraulic head m 420040 08 6 4 2 oO 2 E El E E E amp E a0 B ao E a0 Spreadsheet 1st dewatering E q E 2 Msettle 1st dewatering a a Spreadsheet 2nd dewatering MSettle 2nd dewatering as 15 a5 20 20 20 Sand wall Detailed input for dewatering Column Detailed input for dewatering Strip drain Detailed input for dewate
19. 0 6 VERIFICATION 1000 10000 a MSettle NEN Koppejan Terzaghi bm3 4a MSettle NEN Koppejan Darcy bm3 4b Spreadsheet NEN Koppejan with approximate subm method Without submerging Figure 22 6 Results of benchmark 3 4 Comparison between MSettle and the spreadsheet results for NEN Koppejan model Time days 10000 0 1 1 10 100 1000 0 0 2 0 4 E pA E 06 E E 3 08 a MSettle NEN Bjerrum with Terzaghi bm3 4c 1r Spreadsheet NEN Bjerrum with approximate subm method a MSettle NEN Bjerrum with Darcy bm3 4d 1 2 F Spreadsheet NEN Bjerrum with accurate subm method Without submerging 1 4 Figure 22 7 Results of benchmark 3 4 Comparison between MSettle and the spreadsheet results for NEN Bjerrum model 359 360 MSETTLE USER MANUAL Time days 0 1 1 10 100 1000 10000 0 r T T a MSettle Isotache with Terzaghi bm3 4e 0 1 Spreadsheet Isotache with approximate subm method a MSettle Isotache with Darcy bm3 4f 0 2 Spreadsheet Isotache with accurate subm method x Without submerging amp 03 5 E S 0 4 Ez c N 0 5 p 0 6 F 0 7 0 8 Figure 22 8 Results of benchmark 3 4 Comparison between MSettle and the spreadsheet results for Isotache model NOTE In this benchmark some cases lead to a settlement with submerging larger than without submerging This is not commun but due to th
20. 227 10 4 4 Warnings and Error Messages during calculation e 227 10 5 Batch Calculation a ecrire ee eet ren aee TE EESE ERU PEEES YS Fer Fe o Per FS AE 227 11 VIEW RESULTS 229 TUL Report Selection rere rte eee reet eroe e ore o oye ee rre e eedo se eter S 230 EE o D 230 11 2 1 Stresses per vertical Terzaghi essen 231 11 2 2 Settlements per vertical NEN Koppejan with Terzaghi 232 11 2 3 Stresses heads and settlements per vertical Darcy 233 11 2 4 Settlements 5 cvsvccei el slaesccuevecsicesvscsicvevccscctsVecsacesvuesncerestsacesestenconectautece 234 11 2 5 Residual Settlements eee eee reete neon casescnccensseadcoatscsccevesass cove 234 11276 Maintain Profile eie eee ee CER eere ee eB R ERR EVER EYE TEES EV ETE PE RE EIE 235 115257 Warnings and GHOIS eese nene tenta eer ee guinnos To rikene ENE ea ERR ETE 235 11 3 Stresses mi Geometry ione d eene ner ea E eret Coe FIERE eed era pe eee a be SU v deed 236 9 10 MSETTLE USER MANUAL papier E 11 5 Time History 11 5 1 Time History Terzaghi eeeeseeeeeeeeeeeeeeeeee nennen 11 5 2 Time History Darcy 11 6 D pth zHiStOry aiciass ccvesevssdvcvecescveseventwavedoacceseteetecscdesteeveteesvancdeateawaxsstecateeees 11 6 1 Depth History Terzaghi eeeeeeeeeeeeeeeeeeee eene 11 6 2 Depth
21. 58 Open the Save As window and save the current project as lt Tutorial 2g gt 59 Open the Model window via the Project menu mark the Reliability Analysis checkbox and unmark the Horizontal displacements checkbox xj Dimension Options s cz V Vertical drains Calculation model Iv Reliability analysis Fit for settlement plate Horizontal displacements NEN Bjerrum Cr Cc Ca C sotache natural strain a b c C NEN Koppejan Cp Cs Natural strain Consolidation model C Terzaghi Darcy Figure 4 41 Model window Tutorial 2g 98 MSETTLE USER MANUAL 60 Open the Probabilistic Defaults window via the Project menu and select lt Deterministic gt for the standard deviation of the Layer boundary Probabilistic Defaults o0 peemirisic ox ce He Figure 4 42 Probabilistic Defaults window Tutorial 2g 61 Open the Materials window via the Soil menu Unmark the Probabilistic Defaults checkbox for each soil type and add the standard deviations and distributions according to Figure 4 43 to Figure 4 45 TUTORIAL Material name anis Peat Pli Send estou Use probabilistic defaults Consolidation and urit weight Compression Mean Standard Distribution deviation Total unit weight SSS Above phreatic level kNm 13 94 T 99 Los normal Below phreatic level kung 13 94 Joss Log normal Storage Vertical con
22. Figure 3 16 Start Calculation window TUTORAL 57 3 9 Results basic analysis Results can be viewed from the Results menu after the calculation has finished The following selected results will be presented hereafter e Time History curve 8 3 9 1 Graphs of settlement and or different stress components versus time e Depth History curve 8 3 9 2 Graphs of settlement and or different stress components along verticals e Residual Settlement 8 3 9 3 Graph of remaining settlements until the end time versus the start time of measurement See View Results chapter 11 for a description of all available results 3 9 1 Time History 49 Choose the Time History option in the Results menu The graphs of effective stress versus time and settlement versus time are now displayed at the surface level The green line indicates the virtual settlements that would occur after a certain loading stage if no further loading or unloading would have been applied Time History Ii xj PEAP Q P R Fs S FaxSettementAis Yete s cm Deh ouv z Edt 2 Time days Vertical 1 X 0000 m Z 0 000 m Depth 0000 fa Method NEN Bjerrum with Darcy Settlement oter 10000 deys 0 343 jn Figure 3 17 Time History window Effective stress and Settlement at surface level 50 Click the right hand mouse button in the Settlement graph and select View Data to view the numerical data in the Chart Data window
23. Phreatic line In this field select which PL line will function as the phreatic line The phreatic line or groundwater level marks the border between dry and wet soil Layer MSettle automatically enters the names of the layers REFERENCE 207 Pl line at The PL line that corresponds with the top of the layer see 8 9 3 10 top Use number 99 to get MSettle to perform an interpolation between adjacent layers and use number 0 for unsaturated soil Pl line at The PL line that corresponds with the bottom of the layer bottom 9 6 3 Other Loads Choose the Other Loads option in the Loads menu to open an input window in which predefined shapes of soil loads can be selected Use the panel on the left to add loads and enter the required parameters for each load The following shapes are available e trapeziform cross section e circular base e rectangular base e uniform cross section Trapeziform Loads MSettle assumes that trapeziform loads are caused by soil self weight See 13 2 for background information x Load name Trapeziform Initial load C Circular Time days 0 C Rectangular Untweght kN m 35 00 C Uniform Height H m foo j m foo m mj 20000 im 000 m 5o00 m ooo Ad inser 4 Delete Rename Generate Cancel Help Figure 9 43 Other Loads window with Trapeziform load Initial Enable this box if the load affects only th
24. Select the previously defined load Initial state and click the Add button Rename the load to Fill Unmark the Initial load checkbox and enter a Time of 12 days Enter a Total unit weight above and below phreatic level of respectively 17 5 and lt 20 gt kN m The co ordinates don t need to be modified as the top boundary of the Fill load is the same as the Initial state load Figure 7 11 right 7 5 2 Excavaton Tes iw o Tee Mw Sequence ot lending af Sequence dl losing a F Erde Be Ende iw Total urit venit Total ur weight Aboye pheeab level 5 Aboye presic evel ma Below pheest tevel prima fio pma amn japo bom Database Y cecordeue m 4 050 4 880 Figure 7 11 Non Uniform Loads window Initial state and Excavation loads Modelling the embankment construction The sand embankment construction is modelled by applying a non uniform load with the unit weight of sand and with the embankment profile 375 38 39 Click the Add button Rename the load to lt Embankment gt Enter a Time of 39 days Enter a Total unit weight above and below phreatic level of respectively 17 5 and lt 20 gt kN m The position of the foil is given in the table of co ordinates in Figure 7 12 left TUTORIAL 149 40 Repeat it for the last load named lt Embankment gt using the values of Figure 7 12 right 41 Click OK to confirm Dims 1755 Dime
25. The materials for each layer can be selected individually using the selection boxes at the left hand side of the screen or one material for each layer can be selected at once using the selection box at the top right of the screen The parameters of each material can also be reviewed New Wizard Summary Figure 9 21 New Wizard window Summary screen The last screen Summary of the New Wizard window displays an overview of the data entered in the previous wizard screens If necessary click Previous to go back to any screen and change the data as required Click Finish to confirm the input and Basic layout Limit Left Im 0 00 Limit Right Im 75 00 Number of Layers H 5 Ground Level m NAP 0 00 Phreatic Level m NAP 1 00 Top layer Material types Layerl Gravel Layer2 Soft Clay Layer3 Loose Sand Layer4 Dense Sand Layer5 Peat lt Previous E hi m 2 50 h2 m 2 50 h3 m 1 00 h4 m 1 00 L1 m 2 50 L2 m 3 00 L3 m 8 00 L4 m 4 00 L5 m 8 00 LG m 6 00 L m 12 50 L8 m 3 00 L3 m 2 50 189 190 MSETTLE USER MANUAL display the geometry in the View Input Geometry window In this window the geometry can be edited or completed graphically as described in 8 12 3 Of course the Geometry menu options can also be used for this purpose 8 9 3 If the input contains errors the Error Report window opens when clicking the Finish button showing the list of encountered errors and gi
26. m 2000 T Use fixed point Y bottom m amp 000 wed m 0 000 Number gq 3 Yared imp ooo cea Hee Figure 4 16 MStab Slip Circle Definition window Tutorial 2b The following step is to determine the required degree of consolidation in the Clay and Peat layers layer 3 and 2 after addition of the embankment layers 4 and 5 for a stability factor of 1 1 or more This is done by trial and error 28 Enter a trial value for the degree of consolidation equal for clay and peat for simplicity reasons via the Degree of Consolation window from the Water menu 82 MSETTLE USER MANUAL Note that the generated input by MSettle already contains initial values following from the calculated heads in time Select Start from the Calculation menu to determine the associated stability factor After a few cycles it will prove that the required stability factor is reached for a degree of consolidation larger than 45 Figure 4 17 as the resulting stability factor is 1 11 Figure 4 18 Use under overpressures above phreatic line Use under overpressures above phreatic line Effect of layer z on consolidation of layer s Effect of layer z on consolidation of layer s 3 Fries O sae E 2 C 1 sana Pmistoceen 300 mi Radus 1650 n lel Sutty 111 Karn Yes ke J Figure 4 18 MStab slip circle result Tutorial 2b 4 3 4
27. 50000 6 000 60 000 0 000 3 50000 5 000 4 wan 000 Le cem nm Figure 6 13 Non Uniform Loads window After the soil improvement now enter the three stages of the embankment m construction by using the Generate button 48 Click the Generate button at the bottom of the Non Uniform Loads window to open the Generate Non Uniform Loads window 49 In the Envelope Points tab enter the co ordinates of the points that define the envelope of the road embankment as given in Figure 6 14 to be in accordance with Figure 6 1 Generate Non Uniform Loads x GSES x Envelope Points Top of load steps Envelope Points Top of load steps Y co ordinate m T 1 60 000 0 000 aie 1 3 000 dr 2 40 000 10 000 dr rp 5 000 Jx 3 40 000 10 000 4 50 000 0 000 Figure 6 14 Generate Non Uniform Loads window 50 Select the Top of load steps tab and enter the two intermediate values at 3 m gt and 6 m Figure 6 14 51 Click OK to generate the loads 52 Rename load Generated load 1 with name Load 1 gt and enter a Time of 100 days 53 Rename load Generated load 2 with name Load 2 gt and enter a Time of 500 days 54 Select Final load and enter a Time of 1000 days 55 Click OK to confirm The non uniform loads are now displayed in the Input tab of the View Input window The Zoom limits button in the Tools panel can be used to optimize the limits of
28. 7 55 Nma 20 00 Iam 20 00 Figure 7 12 Non Uniform Loads window Fill and Embankment loads 42 In the View Input window select the Input tab to view the non uniform loads and use the Previous stage E and Next stage buttons in the Stage panel to visualize the sequence of loading 7 6 Verticals In this project only one calculation vertical is defined at the centre of the embankment 43 Choose Verticals from the GeoObjects menu to open the input window 44 Enter X co ordinate of 0 m and click OK to confirm 150 MSETTLE USER MANUAL 7 7 Vertical Drains Perform the following steps for definition of the sand screens 45 In the GeoObjects menu select Vertical Drains to display the corresponding window 46 Select lt Sand wall gt as Drain Type and lt Simple Input gt of Enforced Dewatering 47 Enter the values given in Figure 7 13 ertical Drains C Figure 7 13 Vertical Drains window for Sand wall 7 8 Calculation Times 48 Choose Times from the Calculation menu and enter the times for calculation of residual settlements according to Figure 7 14 Calculation Times Figure 7 14 Calculation Times window TUTORIAL 151 7 9 Results 49 Press the function key F9 to start the calculation and click Start 7 9 1 Settlements vs time curve 50 Choose the Time History option in the Results menu to view the settlements versus time Figure 7 15 The final sett
29. Layer 1 Layer 2 Top level ytop i m NAP 10 6 Thickness m 4 16 Coefficient of consolidation Cvi m s 4 x 107 6 4 x 10 Permeability ratio ku kw 1 0 3 Saturated unit weight Jat kN m 17 17 Unsaturated unit weight Yansat kN m 15 15 NEN Koppejan parameters Cy Gy 25 Cs G 100 NEN Bjerrum parameters RR CR 0 1 C 0 01 Isotache parameters a b 0 04 c 0 006 Table 22 28 Vertical drains characteristics benchmark 3 11 Drain type Strip Column Sand wall Bottom position m NAP Yaran 16 17 18 Distance between 2 drains D 3 2 5 2 Diameter d 0 25 Width w 0 3 0 2 Thickness t 0 05 Table 22 29 Enforced dewatering data s benchmark 3 11 Drain type Strip Column Sand wall Dewatering Off Start of drainage days 200 200 200 Phreatic level in drain m NAP 10 10 2 380 MSETTLE USER MANUAL Drain type Strip Column Sand wall Dewatering with Simple Input Start of drainage days 50 50 50 Phreatic level in drain n NAP Ww 10 10 10 Begin time dewatering days 200 200 200 End time dewatering days 400 400 400 Underpressure kPa Pair 5 2 5 10 Water head during dewat m NAP y 3 2 5 10 50 Tube pressure during dewat kPa Pise 5 Position of the drain pipe m NAP yoe 12 Dewatering with Detailed Input Times days t 50 50 50 days te 200 200 200 Underpressure kPa Pair 15 30 10 kPa Bus 0 0 5 Tube pressure kPa Prube 1 20
30. drainage the water head in the drain equals the phreatic level 8 9 3 11 Enforced Dewatering with strips or columns Simple Input Start of drainage The time at which the drain becomes active Begin time The time at which dewatering i e a certain water level and air pressure starts End time The time at which dewatering stops Before and after enforced dewatering MSettle assumes that the water head in the drain equals the phreatic level 8 9 3 11 Underpressure The enforced underpressure pair during dewatering Usual Water head during dewatering Start of drainage values for enforced dewatering methods vary between 35 and 50 kPa Lit 20 The vertical level where the negative pore pressure equals the enforced underpressure during dewatering In case of enforced dewatering on top this level is equal to the top level of the drain In case of vacuum consolidation the level is equal to the impermeable cover of the drainage layer measured at the location where the underpressure is applied NOTE The input value is the position where the water pressure equals the applied underpressure and therefore not the position where the water level equals the atmospheric pressure The time t at which the drain becomes active MSettle assumes that the water head in the drain equals the phreatic level 9 3 11 Enforced Dewatering with strips or columns Detailed Input REFERENCE 201 Time The time at which dewatering i e a c
31. of load column e 279 Stresses in geometry Student t distribution Submerging background ttr 274 INDUC eius E ha cen eran TT 216 iteration stop criterium 217 verification ss 348 355 Swelling index Csw 25 System Requirements sss 24 Terzaghi backgro rnd iiie trn 285 dispersion conditions 214 input model selection verification sissies risings Time history graph DATCY pm 239 Terzaglir eerie herren 237 Trapeziform loads background ee 272 ITIDUL esci pee envase ages spesa si aper Roca ges 207 INDEX Patton i aves reveren resa 38 254 Uniform loads backgro nd eere eere 274 I DUE i32 cosoe bas eunvekun T vi ne rriv 210 Unit weight OLY eL 175 176 216 saturated 175 176 204 216 uniform load ee 210 N E nee vec oen eoo EN S VERR ERN C 203 Use fit parameters background eeeeeees AN DUE i ersi sedeat e doe e Vertical drains eee eee eren nens background granular wall MPU say sien s cause dudes sosawosaadeawssadseass Verification Vertical Strain eee eee ee eei 25 Verticals DOTTOR P 254 IUE 225 eoru e dos yeso teu voa e Peg va d 198 View appearance input window
32. on 1 Cy Global coefficient of consolidation along the drained layers 2 3 Cy s Yo e k 1 h Drainage height of the global system layers equal to the half thickness of the layer system because both sides are drained H Height of the global system layers 3 20m for benchmark 3 12a H H ueri 15m for benchmark 3 12b h Drainage height along the drain hl Ysuface Ydrain _ 15 m for benchmark 3 12a E 2 10 m for benchmark 3 12b Yarain Bottom position of the drain Yarain 5 m A Leakage length For sand wall sd A pa 2 kg D Distance between two drains D 6 m d Diameter of the drain d 0 2 m to Creep rate reference time to 1 day ky ku Equivalent permeability ratio along the drain k k k 8 a H H fox t H t H3 H kg ky V2 ky ky Yourface m Y drain i e 0 44 and 0 46 respectively for benchmarks 3 12a and 3 12b NOTE In MSettle during the calculation of the degree of consolidation for coupling with other MSeries program the time application of the vertical drainage is set equal to 0 instead of its inputted time for this benchmark tarains 2days 388 MSETTLE USER MANUAL Ratio Pore pressure Total stress for case a 20 18 Layer 3 16 B T no 14 Bi 2 P 12 VE d a Layer 2 3 u 8 p im 4 Layer 1 2 0 L 1 n 1 0 0 2 0 4 0 6 0 8 1 0 02 04 06 08 Figure 22 21 Distribution of the pore pressure dissipation along the layers Calculations are perf
33. submerging switch off with the result from the approximate Terzaghi model 60 Choose Model from the Project menu and select the Terzaghi consolidation model Click OK to confirm TUTORIAL 63 T Natural strain Figure 3 25 Model window 61 Choose Save as from the File menu and create a copy of the input file with name lt Tutorial 1c gt 62 Choose Calculation from the Project menu and click Start 63 After the calculation select Time History from the Results menu Figure 3 26 Figure 3 26 Time History window Surface settlement for Terzaghi model and no submerging Tutorial 1c 64 Click the right hand mouse button in the Settlement graph and select View Data to view the numerical data in the Chart Data window Figure 3 27 The predicted residual settlement between 600 days and 10000 days is now 0 416 0 287 0 129 m G4 wsETTLE USER MANUAL Wi chart Data X Effective stress Settlement EI Time days Settlement m P 58 444 38 0 256 59 508 55 0271 60 568 61 0287 m ie 669 42 0 305 62 816 36 0323 63 976 20 0341 Tes 1177 48 0 357 65 1430 33 0371 66 1750 09 0 382 67 2151 97 0 380 68 2658 03 0385 69 3295 26 0388 70 4097 68 0402 n 5108 08 0405 72 6380 42 0408 73 7982 56 0412 74 10000 00 one rl Figure 3 27 Chart Data window Surface settlement versus Time Tutorial 1c Figure 3 24 Tutorial 1b and Figure 3 26 Tutorial
34. 0 2 x 100 40 kPa e Part B Yo Yw 0 1 m lt As lt Yo Yw ho 0 3 m The initial load is partly submerged and the first load is dry on Zo Zw As ho X Jasato Yo Yw As x sato Ww hi X Jansat e Part C Yo Yw ho 0 3 m lt As lt Yo Yw ho hi 0 5 m The initial load is completely saturated and the first load is partly submerged Ot ho x Xato w Yo Yw As ho hi x Yunsat 1 Yo Yw As ho x ati v e Part D Yo Yw ho hi 0 5 m lt As and t lt 100 days Both initial load and first load are completely submerged Op ho x ato yw hi x 9i w 0 2 x 30 10 0 2 x 80 10 18 kPa e Part E As lt Yo Yw ho h hz 0 8 m and 100 lt t lt 2000 days Both initial load and first load are completely submerged and the second load is partly submerged Ot Op Yo Yw As ho hi hz x yauat2 Yo Yw As ho hi x Jatz w VERIFICATION 357 e Part F Yo Yw ho hi hz 0 8 m lt As and 100 lt t lt 2000 days All loads are completely submerged OF Op hz x Xatz Ww 18 0 3 x 50 10 30 kPa e Part G t gt 2000 days The second load is removed i e part D OG Op 18 kPa For approximate submerging model cases A B C and E the submerged weight of non uniform loads is determined on the basis of final settlements for all load columns Because of the deformation dependent weight these settlements are determine
35. 100 50 Effective stress at depth 5 m kPa 1 10 100 1000 10000 Time days Figure 6 25 Effective stress vs Time Comparison between methods 1 and 2 6 7 Conclusion Two methods were demonstrated to model ground improvement with MSettle Modeling of the ground improvement as an initial load is the most straightforward method This method will however disturb the true initial stress distributions outside the centre of the embankment Modeling of the ground improvement as an initial soil layer yields proper initial stresses Results from both methods at the centre of the embankment are comparable for these embankment dimensions Tutorial 5 Enforced dewatering by sand screens IFCO This tutorial illustrates the modelling of sand screens in combination with enforced dewatering IFCO method for the construction of a new Schiphol airport runway This example has also been described in Dutch literature Lit 15 and Lit 16 The objectives of this exercise are e To import the soil type properties from an MGeobase database e To model soil drainage by sand screens with enforced dewatering e To model ground improvement For this example the following MSettle modules are needed e MSettle 1D model with Terzaghi e 2D geometry model e Darcy consolidation model e Vertical drains This tutorial is presented in the files Tutorial 5a sli to Tutorial 5c sli 140 MSETTLE USER MANUAL 7 1 Introduction A
36. 194 9 3 13 196 9 3 14 Check Geometry 197 9 4 GeoObjects menu 197 9 4 1 Verticals 198 9 4 2 Vertical DIaIns used eeex sg een ern eee Y rapa e ERE XE ee vY EV RV rw eru et oe Y ER a ro ea cuna 199 9 5 Water menu 202 9 5 1 Water Properties 202 9 6 LOadS mer eie ene oreet ener eer ree eee neo ve pu VERE EVE eU EEE T 203 9 6 1 Non Uniform Loads 203 9 0 2 Water Loads EE HERR EA REN TENRE EE ER EE RE ERR EER NES ELE ERME RETE ERRRRUE 206 9 6 3 Other LOIS esensi eeen E E S E 207 10 CALCULATIONS 213 10 1 Calculation pEIOTi8 oeste e ern onere pasan ee a donne Vasa nsu oN EIENEN EEEE AKESE a pase EARNER 213 10 1 1 Calculation Options 1D geometry eeeeeeeeeeeeeeee eene 213 10 1 2 Calculation Options 2D geometry eeeeeeeeeeeeeeeeee nennen nennen 215 10 2 Calculation TIS i ento cares eon opea eaa eu ER ca T eae duce Corb R 217 10 3 Pit for Settlement Plate ee ener aeree eere arenis aoa EE RnS Taea Sue RETKI 218 10 3 1 Fit for Settlement Plate Measurements eeeeeeeeeeeeeeeeeeeeeeee 218 10 3 2 Fit for Settlement Plate Materials eeeeeseeeeeeeeeeeeeeeeeeeee 220 10 4 Start CalculaBOn inerte enne nno rear rte D Reo re eee eheu d 223 10 4 1 Regular deterministic analysis eee 224 10 4 2 Reliability and sensitivity analysis eeeeeseeeeeeeeeeeeeeeeeeeee 225 10 4 3 Error Messages before calculation
37. 40 a of eut e Elastic direct contribution The elastic contribution is determined by parameter RR 41 ef RR log 90 e Visco plastic creep contribution The viscous creep rate Z depends on the stress rate the already reached creep strain at a certain time and the current overconsolidation ratio o t CR RR 42 Ef etie c ae oV Op To The graphical illustration in Figure 16 3 shows that creep will also grow below preconsolidation stress un reloading but that the rate will rapidly decrease at larger values of overconsolidation stress more below preconsolidation stress BACKGROUND 299 Oref Op log c Figure 16 3 NEN Bjerrum Creep rate depending on overconsolidation In case of several loading and un reloading steps the drained solution of equation 42 becomes 43 0 ano cto oe oo 99 Op To where the equivalent age amp is calculated as follows CR RR CR RR o Eo O 2 Ca 0 4 t 7t a with 6 rg Os 91 0 POP for POP compression Op 409 OCR for OCR compression DE Pins ft for equivalent age compression th Begin time of step n days n Number of the load steps 16 2 Isotache a b c MSettle s a b c Isotache model is based on natural strain and uses a rate type formulation Natural strain is referred to the deformed state A rate formulation means that all inelastic compression is assumed to result from visco plas
38. 72 Click the Excess hydraulic head icon and change the Depth to 3 5 m to view the excess head versus time at a depth of 3 5 meters Figure 3 34 Note that the excess head now even increases slightly directly after the initial undrained response before starting to dissipate The reason of this additional excess head development is the large initial creep rate of the Clay Organic layer in combination with its thickness and low permeability Fre G OQ PRP R r Ostman S fF Yet am oooh int aE gt Vertical t OC 50000 m Z 0000 Degth 3500 pr Method NEN Djaman with Darcy Settistart eter 10000 daryt 0 502 yn Figure 3 34 Time History window Excess head at depth 3 5 m with reduced OCR Tutorial 1e Tutorial 2 Embankment design with vertical drains This is the first tutorial in a sequence of two on the construction of a high embankment for the Dutch A2 highway at a viaduct crossing the N201 road nearby Vinkeveen This part illustrates the usage of the following MSettle features for embankment design and vertical strip drains without and with enforced dewatering e The automatic determination of the required total soil raise by input of the final design level in combination with the settlement dependent Maintain Profile load e Input of regular vertical strip drains to speed up the consolidation process e The approximately allowed speed of loading based on the required degree of consolidation fo
39. Automatic generation x co ordinates 128 000 The result Figure 4 6 shows that vertical 4 is located in the centre of the embankment Nodes C Interval First Im 25 000 Last Im 128 000 Interval Im Figure 4 5 Verticals window TUTORIAL Figure 4 6 View Input window Input tab showing the generated verticals Tutorial 2 10 Open the Start Calculation window from the Calculation menu and click Start MSettle will iteratively increase the load at 1 day to arrive at an embankment top level of RL 6 m after 10000 days 11 Open the Time History window from the Results menu after the calculation has finished 12 Select Vertical number 4 at the top of the window to view the settlements and effective stresses in vertical 4 at the subsoil surface level Figure 4 7 The 75 76 MSETTLE USER MANUAL reduction of effective stress at the subsoil surface level in time is caused by submerging The final settlement by the Maintain Profile load is 3 672 m at 10000 days Figure 4 7 Time History window Natural consolidation Settlement and Effective stress vs Time in vertical 4 Tutorial 2a 13 Click the Excess hydraulic head icon gj and change the Depth to 4 875 m to view the excess head development in vertical 4 at a depth of RL 4 875 m Figure 4 8 It is clear that drainage is required to speed up the consolidation process
40. Dissipations results As a rule of thumb the minimum period for stable staged construction to the final height is twice the period needed for sufficient stability at 50 settlement after a one off raise During the previous step was shown that the stability in this case is sufficiently large at a 45 degree of consolidation MSettle offers a convenient design graph of the degree of consolidation versus time to find the associated time period TUTORIAL 83 29 Mark the Add dissipation calculation checkbox in the Start Calculation window and select Vertical lt 4 50 000 m gt Figure 4 19 and click Start to create the dissipation graph Add dissipation calculation Vertical 4 50 000 m z 0 progress a Dissipalion jn E Close Continue Help Figure 4 19 Start Calculation window Tutorial 2b 30 Open the Dissipations window from the Results menu and select lt Peat gt from the drop down menu Figure 4 20 31 Right click in the graph area Results Dissipations to view the data numerically Check that the 45 consolidation period is about 10 days for the initial drain distance 1 m The total soil raise follows from the preceding Maintain Profile calculation Figure 4 12 and is 7 86 3 78 11 64 m 7 86 m being the height of the Final load at vertical 4 see Figure 4 3 The approximately allowed rate of loading is therefore 0 5 x 11 64 m 10 days 0 582 m day Fig
41. In the co ordinates table delete points 2 and 3 using the Delete row button Bin order to keep only the top surface boundary as shown in Figure 6 19 right 89 In the Calculation Options window unmark the Imaginary surface checkbox 134 MSETTLE USER MANUAL Figure 6 19 Non Uniform Loads window Tutorial 4b 6 5 3 Results of Method 2 90 Press the function key F9 to start the calculation Start Calculation INon uniform load 1 Co ordinate is below surface 2 INon uniform load 1 Co ordinate is below surface 3 Figure 6 20 Start Calculation window Tutorial 4b TUTORIAL 135 As the Improvement load is below the ground surface warning messages appear in the Start Calculation window Figure 6 20 91 Click the Continue button to continue the calculation 92 Choose the Time History option in the Results menu 93 In the Time History window displayed inspect the results for each vertical using the scroll arrows 1 of the Vertical box at the top of the window Note that vertical 1 Figure 6 21 gives the more important final settlements 1T listory FBP amp P R F osos S T FaSo Yee FS cm Dein EHE in Iv Sven Vertical 1 X 0000 m Z 0 000 m Depth 000 el Method lsctache weh Darey Natural train Settlemert after 10000 day s 1 854 e Figure 6 21 Time History window for vertical 1 Tutorial 4b Practically no deformation occurs from depth 0 m to
42. The maximum value for the allowed residual settlements in the period from 600 days to 10000 days is 10 cm The thick layer of low permeable clay will consolidate slowly Vertical drains are however not allowed along the full depth because the clay layer must keep the sand aquifer sealed A temporary additional loading of 1 m sand is therefore applied until 200 days to reduce the residual settlement The position of layers and loads is shown in Figure 3 1 The initial surface is located at reference level The phreatic level is located half a meter below the surface level The value of the piezometric level in the pleistocene sand layer is at the surface level Figure 3 1 Layers and loading Tutorial 1 The parameters of the three soil types are given in Table 3 1 Table 3 1 Soil type properties Tutorial 1 Sand Clay Clay Organic Sandy Saturated unit weight Jat kN m 20 14 16 Unsaturated unit weight Jw kN m 18 14 16 Overconsolidation Ratio OCR kPa 1 2 69 1 66 Consolidation coefficient C m s Drained 4x 10 10 Reloading Swelling ratio RR C 1 e0 0 0001 0 03 0 0125 Compression ratio CR C 1 e0 0 0023 0 23 0 15 Coeff of secondary comp Ca 0 0 02 0 007 TUTORAL 47 3 2 Project 3 2 1 Create New Project Follow the steps below to start the creation of the geometry displayed in Figure 3 1 1 Start MSettle from the Windows taskbar Start Programs Delft GeoSystems MSett
43. along verticals and allows for a gradually developing effect of submerging on effective loading The Darcy model is able to use the same input parameters as the Terzaghi model Materiais 0x iParameters Database Drained Consolidation and unit weight Compression Total unit weight p Above phreatic level kN ne 14 00 Below phreatic level kNZn 14 00 Storage C Vertical consolidation coefficient Constant permeability C Strain dependent permeability srt Cv nf s 1 00 01 3 1 000 15 Vertical permeability m s 5 787E 07 Ratio horizontal vertical permeability 1 1 000 Figure 9 10 Materials window Consolidation and unit weight tab for Darcy model Drained Mark this checkbox to specify that the layer acts as a drained boundary for clusters of consolidation layers Total unit weight above The unit weight of the unsaturated soil above the user phreatic level defined phreatic line Total unit weight below The unit weight of the saturated soil below the user phreatic level defined phreatic line REFERENCE 177 Storage There are three ways to define the vertical permeability ky see the Darcy storage equation 24 on page 288 Vertical consolidation coefficient MSettle will deduct a strain dependent ky at each location from the vertical consolidation coefficient for virgin loading using equation 26 on page 289 Constant permeability direct
44. and amp to compression can numerically exceed 100 and compressions larger than the initial layer thickness are indeed found from conventional models for example by using a small initial stress and a large stress increase This is impossible using natural strain Natural strain also allows a better fit for oedometer tests when compression is large see the figure below lag Gy Figure 16 5 Compressed height compression as a function of effective stress 16 2 2 Isotache Creep The Isotache model assumes that the creep rate will reduce with increasing overconsolidation and that overconsolidation can grow by unloading and by ageing This concept is encapsulated by means of creep Isotaches Creep Isotaches are lines of equal rate speed velocity of secular visco plastic strain amp in a plot of natural strain versus natural logarithm of vertical effective stress These are displayed in the figure below 302 MSETTLE USER MANUAL Oref Op In o Figure 16 6 Creep Isotache pattern The Isotaches are all parallel with slope b a The Isotache a parameter determines the direct elastic strain componente The b and c parameters determine the secular visco plastic creep componenta def 47 b a 3 d ding de 48 c 48 dti H 49 a dlno 500 ct oF 4 oH The reference Isotache starts at preconsolidation stress ox op and is characterized by a reference creep strain r
45. confined compression tests or consolidation tests In these tests the vertical settlement Ah of a sample with initial height ho and initial void ratio eo is determined during step wise loading with intermediate consolidation and creep Lateral deformation is prevented It is common to double the load every 24 hours Occasionally unloading steps are also applied Complete information on practical oedometer test interpretation can be found for example in the NEN 5118 standard Lit 9 in Dutch 308 MSETTLE USER MANUAL The MSerie software called MCompress interprets oedometer test data s according to NEN Bjerrum NEN Koppejan and Isotache models For more information on this software contact our sales department sales delftgeosystems nl 17 1 2 Simulating an oedometer test with MSettle MSettle uses a minimum time step of 1 day by default To simulate a short term oedometer test with typical loading stages of just 1 day a smaller unit of time can be applied by using a trick e Enter a multiplication factor for the Creep rate reference time in the Calculation Options window 8 10 1 1 For example a value of 24 x 60 1440 for a time unit of minutes e Enter all input of time in the new unit The end of calculation time in the Calculation Options window 8 10 1 1 The times of applying changes in loading or water pressures The times in the measurement file when using the Fit for Settlement Plate option 8 4 9 14
46. e After clicking on the Send button the Send Support E Mail window opens allowing sending current file as an attachment Marked or not the Attach current file to mail checkbox and click OK to send it Send Support E Mail xj This problem report will be sent to supportidelftgeosystems nl You can also send the current file as an attachment Check the checkbox below to do this Sending of the problem report with E mail is only possible if the mail program on your system is configured as default Simple MAPI client consult your system administrator This will only work if your E mail program can reach external Internet E mail addresses Figure 1 5 Send Support E Mail window The problem report can either be saved to a file or sent to a printer or PC fax The document can be emailed to support 2delftgeosystems nl or alternatively faxed to 31 0 88 335 8111 1 10 Deltares Since its foundation in 1934 GeoDelft has been one of the first and most renowned geotechnical engineering institutes of the world On January 1 2008 GeoDelft has merged with WL Delft Hydraulics and some parts of Rijkswaterstaat and TNO into the new Deltares Institute on delta technology Part of Deltares s role is still to obtain generate and disseminate geotechnical know how For more information on Deltares visit the Deltares website http www deltares nl 1 11 Delft GeoSystems Delft GeoSystems was founded by GeoDelft in 2002 The company s obj
47. estimate of the final and residual settlement 1 3 2 Reliability analysis A reliability analysis is available to determine the bandwidth and parameter sensitivity for total and residual settlements including the increased reliability after a preliminary settlement plate fit 1 3 3 Horizontal displacements Horizontal displacements can be calculated according to De Leeuw tables Lit 24 INTRODUCTION 21 1 4 WHistory MSettle has been developed by Deltares GeoDelft Version 1 0 was first released in 1992 under the name of MZet A simplified NEN Bjerrum calculation method with limited applicability was added in 1993 Some new features such as the option to save a settled geometry were added in 1994 In 1995 the Koppejan method was adapted to allow loads to be added at different points in time Version 4 0 1998 was the first Windows version of MZet Its name was then changed to MSettle In 1999 a first version of the a b c Isotache model was incorporated into MSettle Version 5 0 Version 6 0 2001 included an enhanced module for geometrical modelling and improved versions of the user manual and on line Help have been released Version 6 7 2002 was the first modular release of MSettle meaning that different modules can be purchased separately The 6 7 version included separate 1D and 2D modules simplified input of embankment construction by load generation several improvements to the isotache model and its documentation a choi
48. g o S E s o s o le s gt S sHEE i i 8 m w Ri 8 3 a o e E 888 Figure 11 6 Report window Residual settlements 11 2 6 M REFERENCE 235 aintain Profile If the Maintain Profile option was used the extra amount of soil to be added is displayed in the Maintain Profile Calculation Results section of the Report window rt EEE FfFan BOAH Fas us 3 3 Maintain Profile Calculation Results Load 1 consists of 106 127 m3 per m Width Load 2 consists of 8 205 m3 per m Width Load 3 consists of 23 850 m3 per m Width Load 4 consists of 16 704 m3 per m Width Load 5 consists of 15 356 m3 per m Width Load 6 consists of 12 396 m3 per m Width Load 7 consists of 28 353 m3 per m Width Load 8 consists of 28 381 m3 per m Width Load 9 consists of 2 105 m3 per m Width Load 10 consists of 76 466 m3 per m Width The extra amount of soil to be added is 277 704 m3 per m Width This equals the found settlements for non uniform loads End of Report Figure 11 7 Report window Maintain Profile Calculation Results 11 2 7 Warnings and errors Finally if non fatal warning error messages were generated during the calculation and displayed in the Start Calculation window 8 10 4 4 they can be found in this section of the report z m B e Pee io of10 5 Warnings and errors List of non fatal wamings and
49. kPa Prube 2 45 Water head n NAP yv 1 5 5 3 5 m NAP ywz 3 2 1 5 Position of the drain pipe m NAP yoe 6 5 9 Not a user input MSettle uses the inputted phreatic level 2 Not a user input deduced from equation 34 page 294 Benchmark Settlements during the Terzaghi consolidation process with vertical drains are calculated with the same formulas as for benchmark 3 8 8 22 8 equations 120 and 121 for respectively NEN Koppejan and Isotache NEN Bjerrum models The degree of consolidation U t should includes the effect of vertical drainage oo 2 12 20 U t 1 Y CE E en pst 2 n 1 7 h where h Drainage height equal to the half thickness of the layer system because both sides are drained h h h 10m K Drainage height along the drain h Zio B Zarain 2 7m A Leakage length m See equations 33 and 35 respectively in 15 4 2 for strip column and 8 15 4 3 for sand wall ky ku Global permeability ratio along the drain ky 1 amp XE Yoon p Ytop 2 EE ons a V1 ky Ytop 1 Ydrain VERIFICATION 381 cv Global coefficient of consolidation along the drained layers 0 216 m day eal MSettle will model the effect of vertical drainage by automatically adding a water load with an adapted hydraulic head distribution y Ei Yw for y y 127 e y Vw Pair Yu FOT Vpottom lt Y lt Yw e Y Yu m y Yop H ox Y lt Yoottom The
50. non uniform load bm2 2b The final effective stresses are compared with the benchmark results in Table 21 2 These are independent of the consolidation coefficient Table 21 2 Results of benchmark 2 2 Distribution of vertical effective stress at 20 m depth acc to Buisman X co ordinate Benchmark MSettle Relative error m kPa kPa 96 0 115 843 115 843 0 00 10 115 964 115 964 0 00 20 116 318 116 318 0 00 30 117 500 117 500 0 00 40 121 594 121 594 0 00 50 131 217 131 218 0 00 60 137 663 137 663 0 00 VERIFICATION 347 Use MSettle input files bm2 2a sli and bm2 2b sli to run this benchmark 21 3 Settlement acc to NEN Koppejan creep Description A layered half space is loaded by a uniform load of 35 kPa The time dependant settlement of this one dimensional problem is calculated Full consolidation is assumed The settlement due to primary and secondary compression is calculated Benchmark In Lit 21 page 444 the settlement of the surface is calculated after 1 10 100 1000 and 10000 days The settlements due to loading under and above the pre consolidation stress are distinguished The settlements due to primary and secondary compression are distinguished MSettle result The primary settlement at 1 day the primary and secondary settlements after 10 days and the total settlement after 10000 days are printed by MSettle The settlements at 100 and 1000 days are calculated usin
51. of points that define the final load surface The X co ordinates must be ascending The first and last co ordinate must be located either on the initial ground surface or on the surface of the last defined load Y co ordinate Y co ordinate vertical of points that define the surface of the load The first and last co ordinate must be located on either on the initial ground surface or on the surface of the last defined load Top of load Steps The vertical levels of the top of the added soil during subsequent load steps 9 6 2 Water Loads Choose the Water Loads option in the Loads menu to open an input window in which changes in pore pressure during time can be defined Use the panel on the left to add water loads and select the active PL lines at top and bottom of each layer For background information see 15 1 1 MSettle assumes that the initial PL lines are defined during geometry creation 8 9 3 10 9 3 11 9 3 13 xi Load name Time days fi od Phreatic line 2 Layer Clay sl san we Loam ve san 39 Peat 39 39 _ Gravel ve sil 38 38 _ Peat not pl we 39 99 Dense Sand 33 33 Muck 33 33 Clay clean stifl 38 39 Peat mod pl m 38 99 Clay sl san stif 2 2 Medium Clay 39 39 Pleistocene 2 2 cont _ Figure 9 42 Water Loads window Time The number of days before the load will be applied During one time interval only one water load can be specified
52. the height before the next loading step Therefore you should always check if your parameters have been determined in the way that MSettle expects e Linear strain parameters are not objective if strains become large In cases with large strains you must therefore determine linear strain parameters from tests that use the same initial and final stress levels as experienced in the field e The parameters C and C are in fact related to changes in void ratio C is however directly related to changes in linear strain Please note that this 310 MSETTLE USER MANUAL definition of the C complies with common practice but differs from the original definition by Mesri Lit 6 Assuming drained conditions the NEN Bjerrum model defines the idealized linear strain increment by one virgin load step above preconsolidation pressure by the following equation EP s 0 e t Len zi 2 Jets max oroat zt ho 1 6 On 1 To where n The subscript denoting the load step number th The start time of load step n days To The reference time 1 day Assuming again that pore pressures are dissipated before the following load increment Cyn can be determined from the tangent of the tail of the strain increment during one virgin load step This is illustrated in Figure 17 2 C dAe tna th 66 C uic a dence 09 ta tn log t tn I I I i d c Asf Ah d log t t Figure 17 2 Determining the comm
53. window Add boundary number 1 by clicking the Add button and enter point s number 1 2 3 4 5 and 6 CM i x Boundaries Materials Boundaries 0 Add Insert Delete Points Figure 6 8 Layers window Boundaries tab 31 Select the Materials tab of the Layers window to define a soil type for each layer On the left of the window Figure 6 9 a list containing default available materials is displayed 32 Assign material Peat to layer number 1 as shown in Figure 6 9 by clicking the Es 33 Click OK to confirm the input button 126 MSETTLE USER MANUAL Boundaries Materials Available materias pyes Name Soft Clay Medium Clay Stiff Clay Loose Sand Dense Sand Sand Gravel Loam Muck Undetermined Figure 6 9 Layers window Materials tab The defined layer and phreatic line can now be seen in the View Input window Figure 6 10 Figure 6 10 View Input window Input tab 6 4 Method 1 for ground improvement 6 4 1 Soil properties TUTORIAL In the Soil menu the properties of the Peat layer given in Table 6 1 can be inputted 34 Choose Materials from the Soil menu to open the Materials window 35 Select Peat in the material list and enter the soil properties values of this layer as indicated in Table 6 1 in both tabs 36 Click OK to confirm 6 4 2 x Material name Sof
54. z o o a 3 m m z E 2 2 m 9 o z Embankment Design and Soil Settlement Prediction Reference 158 MSETTLE USER MANUAL General This part of the manual contains a detailed description of the available menu options for input calculation and viewing results The examples in the tutorial section provide a convenient starting point for familiarization with the program 8 1 File menu Besides the familiar Windows options for opening and saving files the File menu contains a number of options specific to MSettle e New Select this option to display the New File window Figure 8 1 Three choices are available to create a new geometry Select New geometry to display the View Input window showing only the geometry limits with their defaults values of the geometry Select New geometry wizard to create a new geometry faster and easier using the wizard option involving a step by step process for creating a geometry see 8 9 3 2 Select Import geometry to use an existing geometry CINES x Beomety New geomet C New geometry wizard C Import geometry x PETI Figure 8 1 New File window 160 MSETTLE USER MANUAL 8 2 Copy Active Window to Clipboard Use this option to copy the contents of the active window to the Windows clipboard so that they can be pasted into another application The contents will be pasted in either text format or Win
55. 0 00 6 0 784 0 916 0 899 0 784 0 916 0 899 0 00 0 00 0 00 7 5 0 479 0 557 0 548 0 479 0 557 0 548 0 00 0 00 0 00 8 0 396 0 472 0 465 0 396 0 472 0 465 0 00 0 00 0 00 10 0 000 0 000 0 000 0 000 0 000 0 000 0 00 0 00 0 00 VERIFICATION 365 Use MSettle input files bm3 6a sli and bm3 6b sli to run this benchmark 22 7 NEN Koppejan settlements using different types of pre consolidation pressure within the layer and in time Description This benchmark checks the functioning of the option Preconsolidation pressure within a layer in the Calculation Options window 10 1 2 available for NEN Koppejan model The same oedometer test that the one used for benchmark 3 1 8 22 1 is performed for NEN Koppejan model with Terzaghi consolidation using different types of pre consolidation pressure as shown in Table 22 13 The initial effective stress distribution is also different not assumed constant to check the influence of a variable preconsolidation stress distribution at the top middle and bottom of the layer effective stresses are respectively equal to 5 10 4 and 15 8 kPa by means of initial loads Table 22 13 Pre consolidation types for benchmark 3 7 Constant within the layer Variable parallel to effective stress within the layer Constt Correct at Correct at Constt Correct at Correct at f intime t 0 day every step intime t 0 day every step Op 8 kPa bm3 7a bm3 7b bm3 7c bm3 7d bm3 7e bm3 7f OCR 1 2 bm3 7g bm
56. 0 00 0 13 87 128 75 142 62 13 87 0 00 10 24 34 128 75 153 09 24 34 0 00 20 32 90 128 75 161 65 32 90 0 00 30 32 00 128 75 160 75 32 00 0 00 40 21 45 128 75 150 20 21 45 0 00 50 10 86 128 75 139 61 10 86 0 00 Use MSettle input files bm1 8a sli and bm1 8b sli to run this benchmark 20 9 Stress distribution due to an embankment loading acc to Boussinesq Description A layer is loaded by an embankment loading unit weight y 20 kN m maximal height H 4 m width left side B 10 m width right side B 30 m The change in vertical stress due to this asymmetrical triangular load is checked using an equation from literature that integrates Boussinesq theory Benchmark The integration of the stress distribution equation under a vertical embankment loading according to Boussinesq has been solved in Lit 22 The change in vertical stress is given by equation 3 9a page 40 of Lit 22 mn daiqed y 117 eB pets ras 2 VERIFICATION 343 The definition of parameters a b p a p x and z is given in Figure 20 3 Parameter p is the maximal load magnitude p yx H 20 x 4 80 kN m Parameters a and b are indeed B and B Bz respectively i e 10 m and 40 m Figure 20 3 Definition of parameters a b p a p x and z The change in vertical stress at 25 m depth is calculated at 7 locations see the co ordinates and the results in Table 20 9 MSettle result The Boussinesq soil stress dist
57. 0 1516 0 0404 0 1516 0 0404 0 00 0 00 1000 0 1673 0 0424 0 1673 0 0423 0 00 0 24 10000 0 1823 0 0449 0 1823 0 0449 0 00 0 00 Use MSettle input files bm3 15a sli till bm3 15f sli to run this benchmark 396 MSETTLE USER MANUAL 23 Benchmarks generated by MSettle These benchmarks are intended to verify specific features of MSettle using reference results generated with MSettle itself 23 1 Settlements curve during consolidation process Comparison between Darcy and Terzaghi models in a simple case Description This benchmark tests the Terzaghi consolidation model by comparing Terzaghi settlement curve with Darcy settlement curve from benchmark 3 9 8 22 9 The hydraulic head curves calculated by Darcy model with a consolidation coefficient of C 0 0002 m s have been checked in benchmarks 3 9a Isotache model and 3 9b NEN Koppejan model In this benchmark the settlement curves of those two benchmarks are compared to the settlement curves calculated by MSettle with the Terzaghi consolidation model and an identical consolidation coefficient of C 0 0002 m s MSettle result The settlements calculated by MSettle are exported to the spreadsheet using the View Data option in Time History window for comparison see Figure 23 1 The maximum relative errors are given in Table 22 18 Results are very close 398 MSETTLE USER MANUAL Table 23 1 Results of benchmark 4 1 Settlements calculated by MSettle for Darcy an
58. 00 0 00 B 0m 9 10 9 13 0 33 1m 9 75 9 75 0 00 2m 9 53 9 53 0 00 3 m 7 91 7 91 0 00 4 m 4 81 4 81 0 00 5 m 0 00 0 00 0 00 C 0m 17 97 18 02 0 28 1m 19 24 19 24 0 00 2m 18 81 18 81 0 00 3 m 15 62 15 62 0 00 4 m 9 50 9 50 0 00 5 m 0 01 0 00 426 wstErTLE USER MANUAL Table 24 2 Results of benchmark 5 1 Horizontal displacements at 10 m from the edge of the surcharge load for different situations Situation Depth along Benchmark MSettle Relative error elastic layer mm mm A 0m 0 00 0 00 0 00 1 m 0 08 0 08 0 00 2 m 0 13 0 13 0 00 3 m 0 12 0 12 0 00 4 m 0 06 0 06 0 00 5 m 0 00 0 00 0 00 B Om 3 60 3 59 0 28 1 m 3 23 3 23 0 00 2 m 2 65 2 65 0 00 3 m 1 89 1 89 0 00 4 m 0 99 0 99 0 00 5 m 0 00 0 00 0 00 Use MSettle input files bm5 1a sli bm5 1b sli and bm5 1c sli to run this benchmark Lit 1 Lit 2 Lit 3 Lit 4 Lit 5 Lit 6 Lit 7 Lit 8 Lit 9 Literature Bjerrum L Engineering geology of Norwegian normally consolidated marine clays as related to settlements of buildings 1972 G otechnique Vol 17 2 pp 81 118 Koppejan A W A formula combining the Terzaghi load compression relationship and the Buisman secular time effect Proc 2 Int Conf Soil Mech and Fnd Eng Rotterdam 1948 pp 32 37 Terzaghi K amp Peck R B Soil Mechanics in Engineering Practice 1967 Barron R A Consolidation
59. 1 798 134 178 0 795 712 700 142 809 1 797 138 576 0 645 13 700 147 504 T 1 790 142 948 0 505 Figure 11 4 Report window Results per Vertical section Darcy The following is an explanation of the column headings Depth m Vertical position Y co ordinate Effective stress kPa Effective soil stress Hydraulic head m Full hydraulic head Loading kPa Top loading subjected to stress distribution Settlement m Settlement 234 MSETTLE USER MANUAL 11 2 4 Settlements In the Settlements section of the Report window a short table displays the total settlement at the end of the calculation for each vertical z esjBoaas8 Pe um 3 Settlements Figure 11 5 Report window Settlements 11 2 5 Residual Settlements The Residual Times section of the Report window gives the output of the settlement for each vertical at all times that were specified in the Calculation Times window 8 10 2 Besides the settlement itself the value of the remainder of the final settlement and the reached percentage of the final settlement are also given gt ra BOOD Paf 5 3 2 Residual Times Vertical Time Settlement Part of final Residual number settlement settlements d Ic E e to E o s e e s 2 e e s te i ssg g A i PEERS BH i s ue S zi e a eo s S e S sHkE z
60. 1c illustrate the differences between respectively the Darcy and the Terzaghi model Both results are presented in the same graph in Figure 3 30 The Terzaghi solution consolidates considerably slower in the early stage of loading and after unloading The reason is that the Terzaghi model simply multiplies the settlements from a drained solution with a Degree of consolidation The Terzaghi model therefore does not take into account the influence of the pore pressure development on the effective stress and also assumes the same consolidation period during virgin loading and during un reloading To view the development of the degree of consolidation according to the Terzaghi model 65 Select Dissipations from the Results menu 66 In the drop down menu at the left top of the window select Clay Organic Figure 3 28 TUTORIAL 65 Figure 3 28 Dissipations window Degree of consolidation versus Time in Clay Organic layer for Terzaghi model and no submerging Tutorial 1c 3 11 2 Drained behaviour 67 Choose Save as from the File menu and create a copy of the input file with name lt Tutorial 1d gt 68 To view the drained solution change the behavior of all layers to Drained in the Materials window and run another calculation Note that the final settlements from the drained solution are indeed exactly equal to the final settlements from the solution using Terzaghi consolidation Omen S T FiSetonert asi Mec
61. 2 Evaluation of the elasticity modulus ccce 94 4 7 3 Input for horizontal displacements eseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeees 94 4 7 4 Calculated horizontal displacements ecce 95 4 8 Bandwidth Determination Tutorial 29 eeeeeeeeeseeeeeeeeeeee eene 97 4 0 ConcluslOn i25 eoe epo o sara eae erano h e nea rok dusdasdecdaveedicneseas dpa ETE FE o V oaa ovtesevaecaceeseee 104 TABLE OF CONTENTS 7 TUTORIAL 3 SETTLEMENT PLATE FIT 105 5 1 Actual loading steps 105 5 2 Initial prediction Tutorial 3a 107 5 3 Settlement plate fit Tutorial 3b essent 110 5 4 Band width after settlement plate fit Tutorial 3c eeeeeeeeeenee 116 Bid odio E 118 TUTORIAL 4 GROUND IMPROVEMENT 119 Dr Muscle 120 JJ MEO d D M 122 6 2 1 Soil and Consolidation Models eese 122 6 2 2 Project Properties coe ooi een eeed ee ena eet r o Reto tenu ora Pese no aae roo tano i Pee e ale 123 6 3 XGeOTleliy eene eer eet eee eH ERE e eo UNE TE e Seve vat Fe FREE Reve er EE Ee PEE ere e ER EY Pee NIRE 123 p Pe EMI Fd c 123 6 3 2 123 6 3 3 124 or LAVETS p 6 4 Method 1 for ground improvement 6 4 1 Soil properties G 4 2 Loads ies 6 4 3 Verticals 5 4 4 Calculation OpCIOTIS cose ei poene re ea xe rei eo re PU koe pa eve re ee
62. 22 20 drained at both sides is loaded with two non uniform loads with different time application t 0 day for the first one and tz 20 days for the second one The option Maintain profile is used by adding a material called Super elevation at time tsup 30 days Vertical drainage is used with plane flow An MStab input file is created by adding non uniform loads as layer boundaries which become layers number 4 and 5 and by adding the Super elevation material as layer 6 Figure 22 20 Configuration of benchmark 3 12 Two calculations are performed with two different geometries for benchmark 3 12a the height of layer 3 is 9 m whereas for benchmark 3 12b it is 4 m The other characteristics of the layers are given in Table 22 35 Table 22 35 Characteristics of the layers Layer 1 Layer2 Layer 3 Coefficient of consolidation c m s 1 96x 10 6 4 x107 7 29 x 10 Permeability ratio ku kv 0 1 0 7 0 4 Benchmark A fictive vertical scale is introduced called with 0 lt H in which the pore pressure distribution of the global layer system is parabolic as shown in Figure 22 21 In this fictive scale the co ordinate at the top of each layer i is i c 129 Py A forl lt i lt 3 and 0 k 1 Cyk VERIFICATION 387 and the degree of consolidation of layer i is equal to z A Netii ho ZSE ff mein me 130 U t 1 Aan Dr e 2 i coo 2S cof J where m m 2n 1
63. 244 8 0 444 449 88 8 5 88 5 88 0 588 8 134 244 3 110 334 449 88 3 115 88 5 88 0 588 10 239 274 6 5 35 439 474 6 5 35 0 0 MSettle results bm3 5a and bm3 5b Table 22 10 Initial stresses for case 2 phreatic line below ground surface Depth Layer nr o o 9 p m kPa kPa m kPa 0 5 1 100 100 0 5 0 0 1 106 25 106 25 0 0 0 2 106 25 106 25 0 0 1 2 123 25 123 25 1 0 1 3 123 25 123 25 1 0 2 3and4 135 75 135 75 2 0 5 4 173 25 173 25 5 0 5 5 173 25 173 25 5 0 6 5 and 6 190 25 190 25 6 0 7 5 6 116 5 211 5 2 95 7 5 7 211 5 211 5 7 5 0 8 7 220 5 220 5 8 0 8 8 110 5 220 5 3 110 10 8 215 5 250 5 6 5 35 VERIFICATION 363 Table 22 11 Final stresses for case 2 phreatic line below ground surface Depth o o 9 p pa Az Darcy Terza Darcy Terza Darcy Terza m kPa kPa kPa m kPa kPa kPa kPa m 0 5 300 334 69 300 0 5 34 60 0 34 69 0 3 469 306 25 338 92 306 25 0 32 07 0 32 607 0 3 267 0 306 25 338 92 306 25 0 32 07 0 32 67 0 3 267 1 323 25 352 07 323 25 1 28 82 0 28 82 0 2 882 1 323 25 352 07 323 25 1 28 82 0 28 82 0 2 882 2 335 75 360 96 335 75 2 25 21 0 25 21 0 2 521 5 373 25 388 63 373 63 5 15 38 0 38 15 38 0 38 1 538 5 373 25 388 63 373 63 5 15 38 0 38 15 38 0 38 1 538 6 390 25 402 66 397 66 6 12 44 7 41 12 41 7 41 1 241 7 5 316 5 419 23 419 23 2 102 73 102 73 7
64. 261 Sensitivity analysis background Iac tiri e Set rngs uisa eta girerer oar narsedi ias 169 graphs sie eese 171 172 173 Program options 160 Settled geometry VIC Wiss eee rsvs iren are iet ne eO NeT Ne R 243 WHILE eR 243 write MStab input 244 Settlement calculation 295 Settlement plate See Fit for settlement plate Simulation of multi layered systems 286 Single line eeesses 37 253 SEM file teen 39 219 Soil Inen iios etos seo eene e ose tore pe resa nau 173 Soil models ee eceecies ce teres seasoned 295 Soil types assign to layers cseeeeeee 195 Standard deviation background iere 324 JUDI ori tee ege eeu rae ener noe ebore a page nos ba rae 183 Start calculation cseeesss 223 Starting MSettle sessss 33 Startup options eese 160 Stochastic distributions lognormal e core tntn 324 normal eoa oae ese dana roe daa bo 323 Storage equation eese 288 Strain lineat 2 et ed reh es rex ena A v 295 maturalni 300 306 Stress distribution eesss 277 basic formula in MSettle 277 for circular load 280 for rectangular load 281 layers are eins Noes E 214 non uniform loads 216
65. 346 Bulk modulus water 26 288 Buttons ICOM Dar dece S eee eee 35 view input geometry 253 Calculation model 166 Calculation options 213 Cauchy Strainisdchessscssdasssencstecsens 25 301 Chart data export to spread sheets 136 Circular loads occi ee 280 background 5 eene en enne nnns 273 WNDU ess ee enean eoa nasen aE 208 Coefficient of secondary compression 25 181 Coefficient of secondary compression Ca 180 Coefficient of variation backgrourid ete nennen 325 MJDUE iiia cas ve Suae pa eoa saca axe eae ao Insee nn 168 432 MSETTLE USER MANUAL Compression index Cc Compression ratio CR Consolidation coefficient 286 Consolidation model 166 DALCY E 288 Terzaghu inet rere 285 polyline Convert geometry to 1D Correlation coefficient COLA ives eiii riore sueta rea reas 168 lieti E 183 CoVatlallCe scire ove co dvo ee au veneta id 325 Creep rate reference time background Darcy background 5 rne nno model selection number of elements numerical solution parameter input eeeeeeees verification Database nro iR De Leeuw method displacements Degree
66. 3b 22 After completion Figure 5 14 click the Show Current button to view the final result with an imperfection value of 0 04 m Figure 5 15 TUTORIAL 115 Figure 5 15 Time History Fit window Prediction vs measurement after fit imperfection 0 04 m Tutorial 3b 23 Open the Start Calculation window and mark the Use fit parameters checkbox Figure 5 16 Start Calculation M 450000m E Figure 5 16 Start Calculation window 24 Click Start 25 Open the Time History window from the Results menu and check that the total settlement in vertical 4 after 10000 days is 3 484 m identical to Figure 5 15 116 MSETTLE USER MANUAL 5 4 Band width after settlement plate fit Tutorial 3c 26 Open the Save As window and save the current project as lt Tutorial 3c gt 27 Open the Model window and mark the Reliability analysis checkbox See 8 4 8 for the input of the stochastic soil data 28 Open the Start Calculation window and select the Monte Carlo analysis Input of an Imperfection value is required for a reliability analysis with a preceding fit to quantify limitations of the model and measurement errors preventing a perfect fit and a perfect prediction of the remainder The imperfection value resulting from the fit 0 04 m needs to be multiplied with J n 5 n 1 to derive the input value of 0 05 m where n equals the number of measurements n 43 29 Click Start Start Calculatio
67. 5c 61 Select Residual Settlement in the Result menu to see the residual settlement results of this calculation without dewatering Note that the residual settlement after 200 days is hardly affected Residual Settlement Figure 7 20 Residual Settlements window no enforced dewatering Tutorial 5c 156 MSETTLE USER MANUAL 7 10 Conclusion In this tutorial the IFCO method sand screens in combination with enforced dewatering has been modelled Three cases have been considered to see the influence of the enforced dewatering on the settlements as illustrated by Figure 7 21 e Case A perfect sealing at the top enforced air underpressure is 30 kPa e Case B disfunctioning of the sealing enforced air underpressure is 0 kPa e Case C enforced dewatering is turned off It can be clearly seen that the enforced dewatering increase the final settlement in other words reduce the residual settlements Time days 0 1 1 10 100 1000 10000 0 05 Excavation i i 0 05 l f f dg l amp dg l a Ob amp 2 9 gis T E 8 amp l 93 S E ue 5 OG l amp 5 al 02 7 I Tutorial 5a Enforced dewat ON and Pair 30 kPa 025 Tutorial 5b Enforced dewat ON and Pair 0 kPa Tutorial 5c Enforced dewat OFF 0 3 Figure 7 21 Settlement results for different cases Tutorial 5 8 uoisioA N S m s gt 2 Z z m z 5 o m o z
68. 6 2 to create the project geometry 3 Click OK New File x C New geometry wizard C Import geometry za toe Figure 6 2 New File window 4 Click Save as in the File menu 5 Enter lt Tutorial 4a gt as file name 6 Click Save 6 2 1 Soil and Consolidation Models The soil and consolidation models are to be set 7 Choose Model from the Project menu to open the Model window 8 Select the Isotache soil model and the Darcy consolidation model in 2D geometry Figure 6 3 9 Click OK to confirm moia j x Dimension Options cm e 2 Vertical drains Calculation model Reliability analysis Fit for settlement plate Horizontal displacements C NEN Bjerrum Cr Cc Ca sotache natural strain a b c C NEN Koppejan Cp Cs T Natural strain Consolidation model C Terzaghi Darcy Figure 6 3 Model window TUTORIAL 123 6 2 2 Project Properties To give the project a meaningful description follow the steps described below 10 On the menu bar click Project and then choose Properties to open the Project Properties window 11 Fill in lt Tutorial 4 for MSettle gt and lt Ground improvement gt for Title 1 and Title 2 respectively in the Identification tab 12 In the View Input tab mark the Points checkbox of the Labels sub window in order to display the point s number and select the option As material names of the Layers sub window in order to display the name of
69. 60 131 59 131 59 0 00 Use MSettle input files bm3 13a sli and bm3 13b sli to run this benchmark 392 MSETTLE USER MANUAL 22 14 Effect of the dispersion conditions at layer boundaries Terzaghi consolidation Description This benchmark checks the functioning of the option Dispersion conditions layer boundaries in the Calculation Options window 8 10 1 2 available for Terzaghi consolidation model The same oedometer test that the one used for benchmark 3 8b 8 22 8 is performed for Isotache model with Terzaghi consolidation using two different types of dispersion conditions e Case a one of the sample side is drained and the other is undrained bm3 14a e Case b both sample sides are undrained bm3 14b The condition where both sample sides are drained was already checked is benchmark 3 8b 8 22 8 Benchmark The analytical formula is the same as benchmark 3 8b 8 22 8 except the value of the drainage height which is now equal to the total height of the sample instead of half of it Harainage Hsampie 20 mm for both cases MSettle results are compared to an analytical solution worked out in an Excel spreadsheet MSettle result The settlements calculated by MSettle are exported to the spreadsheet using the View Data option in Time History window for comparison see figures below The settlements and the dissipations in time are respectively given in Table 22 42 and Table 22 43 Table 22 42 Results of benchmark 3
70. 67a 09 for equivalent age compression To tn Begin time of step n days n Number of the load step 16 3 NEN Koppejan NEN Koppejan s model is based on separate primary instantaneous and secondary creep contributions to the settlement Compared to the NEN Bjerrum model the NEN Koppejan model assumes that direct deformation under drained conditions occurs instantaneously and that secondary settlement is the result of superposition of separate contributions from loading and or unloading steps Hereafter can be found a short description of the following aspects of MSettle s NEN Koppejan implementation e Settlement calculation 8 16 3 1 e Swelling calculation 8 16 3 2 e Natural strain calculation 8 16 3 3 See Lit 2 for more information on the NEN Koppejan model See 8 17 5 for a basic description of the NEN Koppejan parameter determination 16 3 1 NEN Koppejan Settlement copes N Figure 16 7 Koppejan settlement BACKGROUND 305 Four different situations can be distinguished for NEN Koppejan e Ifthe vertical effective stress is smaller than the preconsolidation pressure the primary settlement can be calculated from Mt 9 Sem inZ soo C Oo e If the vertical effective stress is larger than the preconsolidation pressure the primary settlement can be calculated from Ahi o 60 mm EGAL r Ogo lt Op eg hy C o Cp o e Tf vertical effective stress is smaller than the pr
71. 75 0 19 0 00 8 6 96 0 60 6 96 0 60 0 00 0 00 12 7 01 0 60 7 01 0 60 0 00 0 00 16 6 52 0 74 6 52 0 74 0 00 0 00 F 400 4 5 78 0 70 5 78 0 70 0 00 0 00 8 7 01 0 53 7 01 0 53 0 00 0 00 12 7 03 0 53 7 03 0 53 0 00 0 00 16 6 64 0 69 6 64 0 69 0 00 0 00 1000 4 5 85 0 72 5 84 0 72 0 17 0 00 8 6 06 0 58 6 06 0 58 0 00 0 00 12 6 06 0 58 6 06 0 58 0 00 0 00 16 5 72 0 73 5 72 0 73 0 00 0 00 Table 22 25 Results of benchmark 3 10 for strip drain Hydraulic head distribution VERIFICATION 377 Case Time Depth Spreadsheet m X MSettle m Relative error 9o days m Vert 1 Vert 2 Vert 1 Vert 2 Vert 1 Vert 2 G 1000 All 1 00 1 00 1 00 1 00 0 00 0 00 H 300 1000 All 1 00 1 00 1 00 1 00 0 00 0 00 600 4 3 76 0 79 3 76 0 79 0 00 0 00 8 4 47 0 68 4 47 0 68 0 00 0 00 12 4 49 0 68 4 49 0 68 0 00 0 00 16 4 17 0 78 4 17 0 79 0 00 1 27 I 400 4 6 84 0 56 6 84 0 56 0 00 0 00 8 10 12 0 30 10 09 0 30 0 30 0 00 12 10 51 0 28 10 51 0 28 0 00 0 00 16 9 95 0 51 9 95 0 51 0 00 0 00 1000 4 4 80 0 68 4 80 0 68 0 00 0 00 8 6 88 0 50 6 88 0 50 0 00 0 00 12 7 00 0 49 7 00 0 49 0 00 0 00 16 6 60 0 66 6 60 0 66 0 00 0 00 Use MSettle input files bm3 10a sli till bm3 10i sli to run this benchmark Depth m NAP Hydraulic head m 10 8 6 E 2 o 2 o Hydraulic head m 02 04 0 6 08 1 12 o Hydraulic head m
72. 9 4 Effect of the enforced air underpressure Tutorial 5b In case of perfect sealing at the top of the sand screens the enforced air underpressure is equal to 30 kPa A second calculation is performed using a safe value of 0 kPa 53 Save the current project as lt Tutorial 5b gt 54 In the Vertical Drains window enter an Underpressure of 0 kPa 55 Start the calculation via the Calculation menu 56 Select Time History in the Result menu to see the settlement results of this calculation without underpressure 154 MSETTLE USER MANUAL T POO P BP B F Domain s T FwSeflemertAds Verica 3 neam seni z Degtn 400 e Settiemert after 10000 days 0155 n Figure 7 18 Time History window dewatering without underpressure Tutorial 5b The final settlement 0 155 m is smaller compared to the case with underpressure 0 189 m 7 9 5 Effect of dewatering Tutorial 5c A last calculation is performed with dewatering turned off to show its influence 57 Save the current project as lt Tutorial 5c gt 58 In the Vertical Drains window turn the dewatering option off 59 Start the calculation via the Calculation menu 60 Select Time History in the Result menu to see the total settlement results of this calculation without dewatering The final settlement 0 132 m is smaller compared to the case with dewatering TUTORIAL 155 Figure 7 19 Time History window no dewatering Tutorial
73. Darcy Figure 4 10 Model window Select vertical drain option Tutorial 2b 17 Open the Vertical Drains window from the GeoObjects menu Note that the default drain type is a strip with regular dimensions and a triangular spacing of 1 m 18 Enter a bottom position of RL 7 5 m close to the top of the sand layer and narrow the initial Horizontal Range to match the two sides of the embankment base from 0 m to 103 m 19 Click OK to confirm H vertical Drains X Drain Type Enforced Dewatering Strip C Colum C Sand wall f C Simplelnput C Detailed Input Horizontal Range Start of Drainage Erom m ooo Start of drainage days poo Io Im 103 000 Positioning Bottom position m frso Center to center distance m roo Midth Im 0 100 Thickness mj foo0s Grid Triang v Figure 4 11 Vertical Drains window Tutorial 2b See Vertical Drains 8 9 4 2 for a detailed description of this window TUTORIAL 79 4 3 2 Time History results 20 Again open the Start Calculation window from the Calculation menu and click Start 21 After the calculation has finished open the Time History window from the Results menu Select Vertical number 4 to view the settlements and effective stresses in vertical 4 at the subsoil surface level Figure 4 12 The final settlement by the Maintain Profile load is now 3 775 m at 10000 days Fen GOP P B Forms S I Fesemen
74. E TRIER EE eoo Ee 13 7 1 Submerging Approximate method Terzaghi or NEN Koppejan 13 7 2 Submerging Accurate method Darcy Isotache NEN Bjerrum 14 DISTRIBUTION OF STRESS BY LOADING 277 14 1 General equations for stress distribution ueseeeeeeeeeeeeeeeee eene eene nennen 277 14 1 1 Stress increments caused by a surface point force eeeesesssssee 277 14 1 2 Stress increments caused by a line load eeeeeeeeeeeeeeeeeee 278 14 2 Stress distribution for a strip load eeeeeeeeeeeeeeeeeeeeeeeeeee nennen nennen 279 14 3 Stress distribution for a circular load ueeeeeeeeeeeeeeeeeeeeeeeeeeee eene 280 14 4 Stress distribution for a rectangular load eeeeeeeeeeeeeeeeeeeeeeeeeeee 281 14 5 Imaginary ioci T 282 15 PORE PRESSURE 283 15 1 Hydraulic head distribution eeeeeeeeeeeeeeeeeeeeeeee eene nennen nennen nnne nnne 284 15 1 1 Plezometric level LIMES c0 icccencconcennccerecedeseresanscensnenececsoaneconsperececsennecuse 284 15 02 PhreatiC lle ioco a aerae r Ree a EN YR Vn ERA AEE a PE RN VETAT VETERE CR ERAR 284 15 1 3 Stress Dy SOL Werd Ht ice ees eoa ee ra eee nano ooa ura Enna ooo EIEE Ea Finn 285 15 2 Terza A P K 285 15 2 1 Terzaghi General consolidation theory eeeeeeeeeeeeeeeeee 285 15 2 2 Terzaghi Consolid
75. Geometry Title TualltrMSee i Title 2 Broadening a road embankment _ Date 27 8 2008 Use current date Drawn by Poeto tst lt Ctsi sSCS Annex ID fi Save as default Cancel Help Figure 9 4 Project Properties window Identification tab Titles Use Title 1 to give the calculation a unique easily recognisable name Title 2 and Title 3 can be added to indicate specific characteristics of the calculation The three titles will be included on printed output Date The date entered here will be used on printouts and graphic plots for this project Either mark the Use current date checkbox on each printout or enter a specific date Drawn by Enter the name of the user performing the calculation or generating the printout Project ID Enter your project identification number Annex ID Specify the annex number of the printout Mark the checkbox Save as default to use the current settings every time MSettle is started or a new project is created Project Properties View Input Use the View Input tab to specify the availability of components and the layout settings of the View Input window 8 2 2 3 170 MSETTLE USER MANUAL Display Save as default Cancel Help Figure 9 5 Project Properties window View Input tab Project Properties xj Identification View Input Stresses in Geometry Settled Geometry v Layer colors Large cursor V Loads
76. Gravel ve sil stiff Sand sl sil moderate Sand ve sil loose Sand clean loose Sand clean moderate Figure 9 40 Import Gamma Wet Dry from Database window After selecting a material from the database MSettle changes the name of the selected uniform load into the material name If a uniform load with this name already exists the name is extended with a number between parentheses see example of Figure 9 39 where the material Sand clean stiff was selected twice The uniform load can be renamed after importing it from the database However if done MStab will not recognize the material from an input file that was generated by MSettle Click the eee button to generate stepwise loading from input of the final surface position and the position of the top at the end of each load step The final surface position is inputted in the Envelope Points tab and the vertical levels of the top of each intermediate load steps are inputted in the Heights tab see Figure 9 41 Envelope Points Top of load steps Envelope Points Top of load steps e X co ordinate m Y co ordinate m EM Y co ordinate m iT 38 000 2 000 32 p 5 000 de 2 20 000 6 500 de 2 6500 3 10000 10 000 3 8000 2 4 10 000 10 000 3 4 9 000 a5 2000 6500 B 38000 2 000 Figure 9 41 Generate Non Uniform Loads window 206 MSETTLE USER MANUAL X co ordinate X co ordinate horizontal
77. History Darcy 11 7 Residual Settlement nisor erre estre ra ere RR nee KE E uS FUR Te YARN a SOR ears 11 8 Settled Geometry sei rene eee eR IET cavers vooasguavcaasaeavcouscuavedavdeatwasuaveveaseeenes 11 9 Write Settled Geometry 11 10 Write MStab Input eset eere eere titre er eerte inire aiei re Ev Eee ree E EVER RETE 11 11 Time History Reliability cesses eene eene nennen ene 11 12 Influencing Factors Reliability 11 13 Residual Settlements Reliability 12 GRAPHICAL GEOMETRY INPUT 249 12 1 Geometrical 0D 6CES s eoe e ener no ranae vo tun eese ro esee o va een EE SE eer Tear TEE Rer Uno 249 12 1 1 Geometry CLEMENTS i i ciiin sa see a Ea se ee Ee eE ERE FEE ERR E 249 12 1 2 Construction elements eese eee nennt 250 12 2 Assumptions and restrictions eeeeeeeeeseeeeeeeee nennen nnne 250 12 3 View Input WIndOW iier ero eren een ktm ne eno o aan ee no an ip eerte na eI KENNEN SEa 251 12 3 1 General 5n ieri rie E Que ERR ESO REFER EEA 251 UESTRE IRL M M 253 pA MESURE 255 12 4 Geometry modellirig v e ves eoce ra eee enano Pa see ee eo edv too EXE YER ERE ERE TET TERR ER TER 257 12 4 1 Create a new geometry eeeeeeeee eese eee eene tenete nonna tet teeth enisi tate e aa estet eot 257 up A hnic e 258 SEM CU dE M 258 12 4 4 Generate layGrs u e eode redeo reis Go epa scteven
78. Input eeeseeesv eee rers pe 178 180 182 POTOSI AUN 25 288 Pre consolidation VerificaktiOTi surcar eaaa 365 Preconsolidation pressure 178 180 182 215 Pre consolidation pressure 25 Primary compression coefficient Cp 26 182 Primary compression constant b 25 178 Primary swelling constant Ap 183 Probabilistic defaults 167 Probabilistic methods 327 Probability of failure background eee 327 result Program options menu 160 Project identification 169 Project properties eeees 169 Ratio hor vert consolidation coeff nai 177 Ratio hor vert permeability background eee 293 nan 177 Rectangular loads 281 background eee 273 HiDUE se sse ccs veses cose edu Ea Ev d ENa C Ue 209 Redo PUTON PP 38 254 Reliability analysis 166 influencing factors 246 probabilistic defaults 167 residual settlements 247 436 MSETTLE USER MANUAL Reloading swelling constant a 25 178 Reloading swelling index Cr 26 181 Reloading swelling ratio RR 26 180 Remaining settlements 217 REPOT secs iccdsasatsnavscbusnceedyedas
79. It can be changed to Isotache or Koppejan parameters by using RR d CR ES in10 C 1n10 C 27 az IR 15 3 2 Darcy Drainage conditions Darcy assumes drainage at the surface and the bottom of the geometry Additionally intermediate drained layers can be defined between clusters of consolidating layers 15 3 3 Darcy Effective stress and pore pressure Darcy determines the effective stress at time t and current vertical position ys including the influence of the excess head using 28 o yet ow y t owsa Y t P Vt t 29 P Yet Cwater Yt w Pryar Y t Pexcess Yt Ve where Ww Unit weight of water kN m Yansat Unit weight of soil above phreatic level kN m Jat Unit weight of soil below phreatic level kN m 290 MSETTLE USER MANUAL y Initial vertical initial co ordinate m yt Current vertical initial co ordinate m Owater kPa Stress due to a water level above the soil surface O water y t max Dh t Ysurface t 7070 Phydr The user defined hydraulic head defined in the PL lines per Layer window 9 3 13 for the initial state Poxcess The excess head at time t 15 3 4 Darcy Numerical solution The transient pore pressure distribution is solved numerically with an automatic time stepping scheme using an efficiently integrated spatial Fourier interpolation along sections of the verticals Within each time step the settlements at the section inter
80. Its geometrical shape is defined by its boundaries and its soil type is defined by its material Materials A material defines the actual soil material or soil type It contains the parameters belonging to the soil type such as its unsaturated weight and its saturated weight A material can be connected to a layer in order to define the soil type of the layer Limits A limit is a vertical boundary defining the end at either the left or right side of the geometry It is defined by an X co ordinate only NOTE This is the only type of element that cannot be deleted Adding moving and deleting the above mentioned elements are subject to the conditions for a valid geometry see 8 12 2 For example while dragging selected geometry elements the program can perform constant checks on the geometry validity 8 12 4 4 Invalid parts will be shown as construction elements thick blue lines 12 1 2 Construction elements Besides the M Series geometry elements 12 1 1 special construction elements can also be used for sketching the geometry graphically These elements are not a direct part of the geometry and the restrictions on editing adding moving and deleting these elements are therefore far less rigid The only restriction that remains is that these elements cannot be moved and or defined beyond the limits of the geometry Lines A line consists of a starting point and end point both defined by a left hand mouse click in the
81. Koppejan Natural strain MSettle s NEN Koppejan model uses the following equation to describe the optional deformation reduction of each layer by natural strain 64 Ahat zl tow where Ahnat The settlement contribution of a certain layer based on natural strain Alhixoppejan The original Koppejan settlement contribution based on linear strain NOTE Application of natural strain strictly speaking requires that soil parameters are also determined on the basis of natural strain 17 Determining soil parameters In order to determine proper parameters for MSettle s soil models the usage of the M Series program MCompress is recommended MCompress can interpret results from both oedometer tests and the modern Constant Rate of Strain tests Ko CRS in order to generate consistent parameters for MSettle s models In this paragraph just some basic ingredients for parameter determination are discussed based on oedometer test results and simplified conversion formulas e Oedometer tests 8 17 1 e Overconsolidation 8 17 2 o NEN Bjerrum parameters 8 17 3 e Isotache parameters 8 17 4 e Koppejan parameters 8 17 5 e Conversion of NEN Bjerrum parameters from Koppejan parameters 8 17 6 e Conversion of Isotache parameters 8 17 7 An overview of important parameter definitions can be found in the first chapter of this manual 8 1 2 17 1 Oedometer tests 17 1 1 Description Oedometer tests are also called
82. PL line clicking the right hand mouse button and choosing the Properties option in the pop up menu 8 12 5 3 12 5 Graphical manipulation 12 5 1 Selection of elements After selecting a geometry element it is possible to manipulate it In order to be able select a geometry element the select mode should be active Then it is possible to select an element by clicking the left hand mouse button To select a layer click on the layer number material number or material name depending on the option chosen in the Properties dialog in the Project menu When successfully selected the element will be displayed highlighted for example a point will be displayed as a large red box instead of a small black box The following remarks are relevant to selection accuracy and ambiguity Accuracy The program draws a circular selection area around the mouse pointer If the element falls within this circle it will be selected when click the left hand mouse button is clicked Figure 12 13 262 MSETTLE USER MANUAL No selection line selected Figure 12 13 Selection accuracy as area around cursor The Selection accuracy determines the required distance between the mouse pointer and the geometrical element for selection It is possible to use the Properties option in the Project menu to modify the accuracy 8 9 1 3 This is defined in percentages of the screen size and its default value is 2 If a larger percentage is defined this increases the
83. Settlement acc to Terzaghi no secondary compression eeeeeeee 336 20 4 Settlement acc to NEN Koppejan with secondary compression 337 20 5 One dimensional consolidation eese eese 337 20 6 Stress distribution under the corner of a rectangular load acc to Buisman 338 TABLE OF CONTENTS 20 7 Stress distribution due to a triangular strip load acc to Boussinesq 339 20 8 Stress distribution due to asymmetrical triangular strip load acc to Boussinesq 341 20 9 Stress distribution due to an embankment loading acc to Boussinesq 20 10 Stress distribution due to circular load acc to Buisman 21 BENCHMARKS FROM LITERATURE APPROXIMATE SOLUTION 345 21 1 Stress distribution due to uniform strip load acc to Boussinesq 345 21 2 Stress distribution due to uniform strip load acc to Buisman 346 21 3 Settlement acc to NEN Koppejan creep eese 347 21 4 One dimensional consolidation eese 347 21 5 Total settlement acc to NEN Koppejan eese nennen nnn 348 22 BENCHMARKS FROM SPREAD SHEETS 349 22 1 Settlements acc to NEN Koppejan model during loading and un re loading steps uctus 349 22 2 Settlements acc to Isotache model during loading and un re loading steps uera E 353 22 3
84. Simulate Stress distribution in Loads in the Calculation Options window 8 10 1 2 available for non uniform loads A single layer height of 20 m is loaded with a trapezoidal load unit weight y 18 kN m maximal height H 4 m width left side xie 20 m width middle Xmiadte 20 m width right side xrign 20 m The stress distribution is calculated according to Boussinesq theory Three calculations are performed with MSettle e bm3 13a Option Simulate Stress distribution in Loads is ON e bm3 13b Option Simulate Stress distribution in Loads is OFF Benchmark The change in vertical stress due to this trapezoidal load is checked by dividing the load into parts of 1 meter height as done by MSettle Equation 11 page 279 is used The final vertical effective stress at 10 m depth is calculated at 5 location s see Table 22 41 MSettle result The Boussinesq soil stress distribution in the Calculation Option window must be chosen The final effective stresses are compared with the benchmark results in Table 22 41 Table 22 41 Results of benchmark 3 13 Vertical effective stress at 10 m depth Effect of stress Xco ordinate Benchmark MSettle Relative error distribution in load m kPa kPa ON 20 72 56 72 54 0 03 30 97 80 97 87 0 07 40 120 54 120 54 0 00 50 129 30 129 28 0 02 60 130 83 130 81 0 02 OFF 20 71 39 71 39 0 00 30 96 73 96 73 0 00 40 122 04 122 04 0 00 50 130 49 130 49 0 00
85. Sj cm Dei nuni Nerteal 1 OX 50 000 m 2 0000 n Depth 0 000 ja Method NON erum with Terzaghi Settenert efter 10000 days 0 416 je Figure 3 29 Time History window Surface Settlements using Drained layers and no submerging Tutorial 1d 66 MSETTLE USER MANUAL Time days 1 10 100 1000 1000C Darcy Tutorial 1b Terzaghi Tutorial 1c Drained Tutorial 1d 0 05 0 1 0 15 0 2 0 25 0 3 0 35 0 4 0 45 Settlement m Figure 3 30 Surface Settlements compared no submerging 3 12 Influence of initial overconsolidation A well known characteristic of soft soil is that primary and secondary creep deformation are larger after passing the initial vertical preconsolidation stress This initial preconsolidation stress is in general above the field stress due to the overconsolidation by creep and or preloading in the past Input of initial overconsolidation is usually done via either a POP value the difference between preconsolidation stress and field stress or via the OCR the ratio between the preconsolidation stress and the field stress Direct input of the preconsolidation stress is also possible According to the isotache theory the initial overconsolidation C Th In 10 t quivalent ratio affects the initial creep strain rate expressed by equivalent age tauvae in this expression is the theoretical soil age if the preconsolidation would
86. Transport Public Works and Water Management has sponsored the first development of MSettle The contribution from the EZ Senter project GeoSafe on the reliability framework and the many contributions from the research program Delft Cluster are also gratefully acknowledged These contributions were crucial for developing and evaluating the present set of well established models 32 MSETTLE USER MANUAL Getting Started This Getting Started chapter aims to familiarize the user with the structure and user interface of MSettle The Tutorial section which follows uses a selection of case studies to introduce the program s functions 2 1 Starting MSettle To start MSettle click Start on the Windows taskbar or double click an MSettle input file that was generated during a previous session For an MSettle installation based on floating licenses the Modules window may appear at start up 8 8 2 5 Check that the correct modules are selected and click OK When MSettle is started from the Windows taskbar the last project that was worked on will open automatically unless the program has been configured otherwise in the Program Options window reached from the Tools menu and MSettle will display the main window 8 2 2 2 2 Main Window When MSettle is started the main window is displayed Figure 2 1 This window contains a menu bar 8 2 2 1 an icon bar 8 2 2 2 a View Input window 8 2 2 3 that displays the pre selected or most
87. Vertical consolidation coefficient Constant permeability C Strain dependent permeability ation coefficient Cv reza 1 00 00 Deterministic E modulus 1 1 0008 15 al permeability Tos fi 000E fo 000E 00 Deter inistic E Ratio hor vert consolidation coef Ch Cv 1 000 p 000 Deterministic Material name dei Clay Peat Use probabilistic defaults Consolidation and unit weight Compression Mean Standard Distribution Correlation coef deviation with CR Preconsolidation pressure Op IkN n Noma E Pre overburden pressure POP kNm 0 00 fo oo Deterministic v Overconsolidation ratio OCR H WT Www C Equivalent age dys o Input mode Compression ratio Compression index Reloading swelling ratio RR 4 0 0001000 o 0000000 Deterministic w 0 00 Compression ratio CR J 0 0023000 fo 0000000 Deterministic Coefficient of secondary compression Ca 0 0000000 0 000000 Deterministic 0 00 Figure 4 45 Materials window for Sand Pleistocene Tutorial 2g 62 Open the Calculation Times window via the Calculation menu and add the times for bandwidth determination according to Figure 4 46 102 MSETTLE USER MANUAL xi E Time days Tu 10000 ze i Fal 2000 3 e 900 EINE 840 5 500 300 200 Figure 4 46 Calculation Times window for Bandwidth determination Tutorial 2q 63 Open the Start Calc
88. a hi and Hoy y Cv eq i 1 qCv i y Ch eg i 1 A Chi where n is the number of layers and hi the thickness of layer i BACKGROUND 287 15 2 3 Terzaghi Drainage conditions The theoretical Terzaghi solution is based on drained conditions at just one side MSettle will halve the drainage length in case of drainage at both sides Drainage at the boundary of a cluster of consolidation layers can be specified via the dispersion condition at the top or bottom of the geometry see Calculation Options window 8 10 1 1 or via a drained property of certain soil layers see Materials window 8 9 2 2 MSettle sets the degree of consolidation in drained layers directly to 100 15 2 4 Terzaghi Effective stress and pore pressure Terzaghi determines the effective stress at time t and initial vertical position y disregarding excess pore pressures using 22 o y t Oil y t Adioad y t Phydr y t 23 Pnydr y t Owater y t m max ya y t y 0 Yw where Osoil kPa Stress due to soil weight 8 15 1 3 A Oload kPa Incremental stress due to loads chapter 13 Dhyar kPa Hydraulic component of pore pressure Owater kPa Stress due to a water level above the soil surface O water y t max ae t Ysurface t Aio y m Initial vertical co ordinate Qhydr m The user defined hydraulic head at time t It can either be defined in the Pl lines per Layer window 9 3 13 for the initial st
89. analytical solution can be found in the literature 20 1 Stress distribution acc Buisman Description The load distribution in an elastic half space with a stiffness which increases with depth is calculated by Fr hlich in Lit 21 Benchmark According to Lit 21 page 426 a point load 4x kN on an elastic half space leads to a stress increase at 2 m depth under the load of 2 kPa MSettle result The point load is modeled as a circular load with radius R 0 01 m and magnitude P 40000 kPa This leads to a total force F x R P 4x kN Table 20 1 Results of benchmark 1 1 Increase of stress distribution under point load acc to Buisman Fr hlich Co ordinates Benchmark MSettle Relative error m kPa kPa 9o X 0 0 Y 2 0 2 0 2 0 0 00 Use MSettle input file bm1 1 sli to run this benchmark 336 MSETTLE USER MANUAL 20 2 Strip load at surface acc to Flamant Description The load distribution in an elastic half space with a constant stiffness with depth is calculated by Flamant in Lit 21 Benchmark According to Lit 21 page 426 a loaded strip width 2a 2 m load 1 kPa on an elastic half space leads to a stress distribution in x direction at 1 m depth MSettle result The point load is modeled as a trapezoidal load with width Xn 2 0 m The left and right parts have zero length The magnitude is defined by unit weight P 1 kN m and height H 1 m The calculation method is chosen to be ac
90. average hydraulic head along the drained layers is Ytop a 1 128 p Qa dy Ytop Ybottom Vio Figure 22 18 illustrates the average hydraulic head for case H at time 200 days Hydraulic head m 11 9 a 5 3 1 surface level Phreatic level Series Initial head from PL lines y Il E Theoretical head with drains Average head with drains Depth m 10 L Water level ih tHe drain y 12L 14 4 Bottom position of the drain y drain 16 18 L 20 L Strip drain Dewatering Simple bm3 11h Figure 22 18 Distribution of the hydraulic head along the layer for case H 382 MSETTLE USER MANUAL Calculations are worked out in an Excel spreadsheet using the parameters given in Table 22 30 deduced from the formulas given in 8 15 4 Table 22 30 Parameters used for each case of benchmark 3 11 Case Vert Time yv Pair D d A ku kv Pavg days m kPa m m m m A 1 200 2 0 2 0 2 0 770 0 456 1 833 2 200 2 0 40 0 2 17 022 0 456 1 096 B 1 50 400 2 0 2 0 2 0 770 0 456 1 833 1 200 10 5 10 2 0 2 0 770 0 456 7 911 2 50 400 2 0 40 0 2 17 022 0 456 1 096 2 200 10 5 10 40 0 2 17 022 0 456 1 814 C 1 50 3 5 10 2 0 2 0 770 0 456 3 894 1 200 1 5 5 2 0 2 0 770 0 456 1 859 2 50 3 5 10 40 0 2 17 022 0 456 1 333 2 200 1 5 5
91. be introduced by selecting a drained bottom or top layer boundary The selected drainage method will be summarised in the tabular report For background information on Terzaghi drainage conditions see 8 15 2 3 Distribution of the stresses in the underground can be calculated according to Buisman or Boussinesq Boussinesq can be applied only for the trapeziform and non uniform loads For other kind of loads Buisman will be used For background information see 8 14 1 Buisman concentration index 3 Boussinesq concentration index 4 Enter the number of days after which the transient settlement is expected to have ended NOTE Consolidation is only included in the time settlement curves and not in the individually reported final settlements The value of the reference time m for the creep part In practice this value can be interpreted as the ratio between 1 day and the unit of time in the calculation This means that a large value should be used when simulating short term settlements with time steps smaller than 1 day like in oedometer tests NOTE A value other than 1 day requires consistent input of all other time dependent values 8 17 1 2 215 REFERENCE Preconsolidation pressure within a layer This parameter is required only for the NEN Koppejan model Choose between a constant and a variable preconsolidation pressure in the layers When variable default the input value is applied to the middle of the
92. bm3 14a MSettle Undrained at both sides bm3 14b Spreadsheet with Drainage height Sample height Figure 22 23 Results of benchmark 3 14 Comparison between MSettle and the spreadsheet dissipation results Use MSettle input files bm3 14a sli and bm3 14b to run this benchmark 22 15 Reliability analysis using FOSM method Description A probabilistic calculation using the FOSM method is performed for several combinations of soil model consolidation model storage type compression type POP OCR or equivalent age variable and probabilistic parameter types as shown in Table 22 44 For a detailed description of the geometry loading and soil parameters used for each benchmark refer to Lit 25 Table 22 44 Cases overview for benchmark bm3 15 Cas e A Soil model Consolid Koppejan Koppejan Bjerrum Bjerrum Bjerrum Isotache model Darcy Terzaghi Darcy Terzaghi Terzaghi Darcy Storage Drained Drained Drained Cv Drained Drained Geom 1 layer 1 layer 1 layer 1 layer 2 layers 1 layer Load Load Unload Load Load Load Load Load Variables Yary Ywet Cp Cp Cs C Ap As OCR GC Cs Cs Pe Yary Ywet Cy RR CR OCR C C RR CR POP RR RR Zoouna abcP Distrib Normal Normal Normal Normal Normal Normal VERIFICATION 395 Benchmark The analytical solution has been solved in Lit 25 Calculations are performe
93. bm4 5a sli till bm4 5g sli to run this benchmark 23 6 Initial stresses due to an Initial Load Description The same geometry as benchmark 4 5g 8 23 5 is used The initial stress distribution at verticals X 0 m and X 10 m is calculated for a layer load with an initial trapeziform load Results are compared to the final stress distribution calculated by MSettle using the same trapeziform load applied at time 0 day instead of as an initial load Results are expected to be the same 408 MSETTLE USER MANUAL MSettle result For cases without Initial Load the final stress distribution is calculated with MSettle see bm4 5g sli for a 1 layer system Yunsat 17 kN m and zat 20 kN m loaded with a trapeziform load slope of and maximal height of 4 m Final effective stress distribution calculated by MSettle is given in Table 23 13 third column For cases with Initial Load the initial effective stress distributions calculated by MSettle using an initial load are found in the Depth History window and written in Table 23 13 The verification is perfomed for the six combinations of models and results are identical e bm4 6a NEN Koppejan soil model with Terzaghi consolidation model e bm4 6b NEN Koppejan soil model with Darcy consolidation model e bm4 6c NEN Bjerrum soil model with Terzaghi consolidation model e bm4 6d NEN Bjerrum soil model with Darcy consolidation model e bm4 6e Isotache soil model with Terzaghi
94. calculations are performed using both linear and natural strains For natural strain equation 64 page 306 8 16 3 3 applies MSettle result The settlements calculated by MSettle are exported to the spread sheet using the View Data option in Time History window for comparison see figures below The settlements after 4 and 8 days are given in Table 22 2 Table 22 2 Results of benchmark 3 1 Settlements acc to NEN Koppejan model for different cases VERIFICATION 351 Case Model Type Strain Time Benchmark MSettle Error days mm File mm 96 A Terzaghi Pc Linear 4 0 97 bm3 1a 0 97 0 00 8 3 03 3 03 0 00 B Pc Natural 4 0 94 bm3 1b 0 94 0 00 8 2 81 2 81 0 00 C OCR Linear 4 4 94 bm3 1c 4 96 0 40 8 7 13 7 14 0 14 D POP Linear 4 1 47 bm3 1d 1 47 0 00 8 3 56 3 56 0 00 E Darcy Pc Linear 4 0 97 bm3 1e 0 97 0 00 8 3 03 3 03 0 00 F Pc Natural 4 0 94 bm3 1f 0 94 0 00 8 2 81 2 81 0 00 G OCR Linear 4 4 94 bm3 1g 4 96 0 40 8 7 13 7 14 0 14 H POP Linear 4 1 47 bm3 1h 1 47 0 00 8 3 56 3 56 0 00 Time days 0 1 2 3 4 7 8 0 001 r para a i 0 i I 1 0s 5 I i e s E ke T ia Y 10 i bun ES g 0001 5 es i 2 nnsa ma 1 H v i e 20 0 002 L ien mi i MSettle Pc Linear strain Terzaghi bm3 1a MSettle Pc Linear strain Darcy bm3 1e 40 0 003 Spreadsheet Pc Linear strain bassa s
95. centre distance m om Width m foso Diameter mj fo200 Thickness mj 0003 Grid fRectangulr T Grid Rectangular gt Figure 9 34 Vertical Drains window Strip and Column drains Positioning input Horizontal Range Enter the left From and right To limits of the drained area This area is represented by a blue arrow in the View Input window Input tab 8 2 2 3 Bottom position The vertical Y co ordinate of the bottom end of the vertical drain The Bottom Position is represented by a blue arrow in the View Input window Input tab 8 2 2 3 Centre to centre The actual spacing between the drains distance Diameter The diameter of the Column drain Width The actual width of the Strip drain Thickness The actual thickness of the Strip drain 200 MSETTLE USER MANUAL Grid In the drop down menu select the geometry of grid Undetermined Rectangular or Triangular Erdcrced Devolerrx Enlerced Devealesng Erdorced Oewalreng e Or C Single tree Detaled incu co G Smpleins C Qetsledirgut cor C melelnpa C Detsledirput Stan of Drainage iret Parameters Vor Simple Mode InderpeessuselkPa Water head n Stat of danage keps 30000 1000 Bagn e days prao Figure 9 35 Vertical Drains window Strip and Column drains Enforced Dewatering input Enforced Dewatering with strips or columns Off Start of The time t at which the drain becomes active MSettle assumes that
96. condition that the yield cap of the constitutive model has been constructed in such a way that the earth pressure coefficient during virgin loading is preserved 90 b zle it where nh 4 Ti m a J 2 Op a e 319 320 wstrrLE USER MANUAL Parameter c is directly equal to the natural soft soil creep parameter gi c as vertical strain equals volumetric strain under confined compression conditions 91 e uz where 1 6 s s e Gp u e io 18 Special Calculations The following sections contain a short theoretical background on three special calculation types e Fit for settlement plate 8 18 1 e Reliability Analysis 8 18 2 e Horizontal displacements 8 18 3 18 1 Fit for Settlement Plate MSettle can iteratively improve the match between measured and predicted settlements in a single vertical by using a special Weighted Least Squares WLS method also known as Maximum A Posteriori estimate MAP This method will update the values of fit parameters by minimizing not only the difference between measurements and predictions but also the difference between the initial value and the updated value of the fit parameters Separate weights to each of the differences can be attached Such a weight determines the relative importance of each difference A large weight implies a more certain value of a measurement or parameter a small weight implies a more uncertai
97. consolidation model e bm4 6f Isotache soil model with Darcy consolidation model Table 23 13 Results of benchmark 4 6 Effective stress distribution using a trapeziform initial load Vertical Depth MSettle bm4 5g MSettle bm4 6 Relative error X m m NAP Final stresses Initial stresses 96 kPa kPa 0m 0 24 00 24 00 0 00 2 5 48 29 48 29 0 00 5 70 94 70 94 0 00 10 m 0 0 75 0 75 0 00 2 5 26 93 26 93 0 00 5 53 58 53 58 0 00 Use MSettle input files bm4 6a sli till bm4 6f sli to run this benchmark 23 7 Comparison of Isotache NEN Bjerrum and NEN Koppejan settlements using conversion formulas Description A clay layer is loaded with an initial load of 1 kPa and a uniform load of Ovaa 10 kPa in case of single loading bm4 7a to c and 8 load steps starting with 1 kPa and double every year 10 days in case of oedometer test bm4 7d to f The same geometry as benchmark 3 1 8 22 1 is used Settlements are calculated for the three soil models using Terzaghi consolidation Parameters of Isotache and NEN Bjerrum VERIFICATION models are deduced from NEN Koppejan parameters C 30 C 10 Cs 60 C 30 Op 10 kPa C 6 x 10 m s using the conversion formulas see 8 17 7 MSettle input As the height of the clay layer zsa 14 kN m is only 20 mm the initial effective stress distribution is set constant ov 1 04 kPa The conversion is based on the condition that the strain contribution
98. creep rate reference time on the simulation of a short term Oedornieter test 2 ceo eee Doe de eee uen eer Con ed etna A bees eaux ee ev veu aie aa EON S 419 24 BENCHMARKS COMPARED WITH OTHER PROGRAMS 423 24 1 Calculation of the horizontal displacements eeeeeeeeeeeeeeeeeeeeee nenne 423 LITERATURE 427 INDEX 431 8 uoisioA N S m s gt 2 Z z m z 5 o m o z z o o a 3 m m z E 2 2 m 9 o z Embankment Design and Soil Settlement Prediction Introduction 16 MSETTLE USER MANUAL General Information 1 1 Foreword This is the user manual for MSettle which is being developed by Delft GeoSystems a Deltares company MSettle is a dedicated tool for predicting soil settlements by external loading MSettle accurately and quickly determines the direct settlement consolidation and creep along verticals in two dimensional geometry GeoDelft has been developing MSettle since 1992 Sponsorship from the Dutch Ministry of Transport Public Works and Water Management Rijkswaterstaat and Senter EZ the latter through Delft Cluster projects and the GeoSafe project has been vital for most model development and validation Easy and efficient MSettle has proved itself to be a powerful tool in the everyday engineering practice of making settlement calculations MSettle s graphical user interface allows both frequent and infrequent MSettle users to analyze regular settle
99. depth 5 m because of the relatively low compressibility of the Sand layer from depths 0 m to 5 m To illustrate this 94 Select depth 0 000 m of the Depth box and then use the scroll button of the mouse to display in a continuous way the results at each depth Another way to illustrate this is to use the Depth History window 95 Open the Depth History window from the Results menu 96 Select the final time 10000 days from the drop down menu of the Time box 136 MSETTLE USER MANUAL MSettle Isotache Darcy Natural D Tutorial 4b Depth History nf x TP Elle Project Soil Geometry GeoObjects Water Loads Calculation Results Tools Window Help 281 xl Deuu smaB8 ge F wes CAPP P ig Deformation S verca n z Tie 70000 00C 180 200 220 240 260 290 300 0 0 05 10 15 Effective stress kPa Settlement m Vertical 1 X 0 000 m Z 0 000 m Time 10000 000 deys Method Isctache with Darcy Natural strain Figure 6 22 Depth History window Tutorial 4b after 10000 days The settlement chart displayed Figure 6 22 shows that almost no settlement occurs in the top sand layer called Sand Note that excess pressures are still significant at 10000 days 6 6 Comparison of both ground improvement methods To compare the settlement and loading curves of both methods the data from MSettle graphs are exported to spread sheets 97 In the Time History window click with the righ
100. dg de n dp o 24 k CY dylrtar Rat where p Hydraulic water head m ky Darcy permeability m day Ky Bulk modulus of water kPa Ju Unit weight of water kN m n Porosity of the soil The implemented equation is based on excess heads and assumes full saturation below the phreatic line even when the calculated pore pressure becomes negative Saturation dependent phreatic storage and permeability changes are therefore neglected The real permeability of soil is a function of void ratio MSettle offers therefore a strain dependent model according to equation 25 1 e UP 25 k ky10 9 where BACKGROUND 289 Ko Initial permeability at undeformed state m sec Ck Permeability strain modulus 1 e E Strain Ck Permeability strain factor eo Initial void ratio This type of strain dependency follows also from the assumption of a constant value for the consolidation coefficient in combination with MSettle s stress dependent compressibility models MSettle can derive the values for the permeability strain modulus and the initial permeability at different locations from the input of a consolidation coefficient in combination with the compression parameters primary consolidation parameters the preconsolidation stress and the overconsolidation ratio using equation 26 00 k nEn exa Z inocR with CR ck Op CR 14 eg Equation 26 is expressed in NEN Bjerrum parameters
101. directly prescribed by the user or automatically estimated by MSettle from the average unit weight 7 of the soft layers MSettle determines the average unit weight ya of several soft layers using the following formula Mh 12 Yag EL H where A Unit weight of elastic layer i n Number of elastic layers hi Thickness of elastic layer i H Total thickness of the elastic layers The elasticity modulus is then derived from the unit weight by linear interpolation in the table below according to De Leeuw amp Timmermans Table 18 1 E modulus vs unit weight De Leeuw amp Timmermans Y E kN m kN m 10 575 13 1000 18 1500 19 2800 The E modulus can also be determined from compression parameters like Cj and Cs in combination with an assumption for the Poisson s ratio v asy Baye Ae Rb 1 1 op Ao 1 v m P S 8 uoisioA N S m s gt 2 Z z m z 5 o m o z z o o a 3 m m z E 2 2 m 9 o z Embankment Design and Soil Settlement Prediction Verification 332 MSETTLE USER MANUAL 19 Benchmarks introduction Delft GeoSystems commitment to quality control and quality assurance has leaded them to develop a formal and extensive procedure to verify the correct working of all of their geotechnical engineering tools An extensive range of benchmark checks have been developed to check the correct functioning of each tool During product development these
102. distribution types are characterized by a mean yz and a standard deviation o for a standard normal distribution Normal The probability that a value x is smaller than the value Xcharacteristic is for a normal distribution expressed by 96 P x lt Y duraseristic OD y Ucharacteristic where 324 wstETTLE USER MANUAL u is the parameter of a standard normal distribution y xz olx Dx Ucharacteristic integral of the standard normal probability density Ucharacteristic Oy Ucharacteristic m ON u du quu Standard normal probability density 2 expi u 2 exu P Terol Lognormal If parameter y ln x has a normal distribution then parameter x has a lognormal distribution A lognormal distribution always yields positive values For small ratio s between standard deviation and mean the two distribution types will become equivalent The normal and lognormal distributions are similar for small ratios between the standard deviation and the mean MSettle uses the following two equations to calculate w y and o y from the user input of z x and o x Mean the mean value of parameter x can be calculated straightforwardly from equation 99 9 uk Yx where n is the number of samples Standard deviation The standard deviation quantifies the initial uncertainty in a parameter MSettle supplies defaults via the variation coefficient Vx 100 v 93 The default values for the coeff
103. equal for both the NEN Bjerrum model and the NEN Koppejan model e The secondary settlement contribution in the NEN Bjerrum and NEN Koppejan model for loading below preconsolidation stress is neglected 17 7 1 Linear NEN Bjerrum parameters In 1 C 85 a Ss RR in 22 in 1 Inj1 6 86 b p Prin CR C o 1 eg op t in 1 Eim ln f Elimi Ca zi J 87 c E In To t 1 eh Ex 0 C where 318 MSETTLE USER MANUAL Ep Primary linear deformation below preconsolidation c eb RR log 2 9 E prim Total primary linear deformation at reference stress o O rr eos E om o Reference stress level for which the conversion is made The stress level used should be representative for the final stresses after embankment construction NOTE For small strains lt 4 gt 2 the following limits apply r C a n mao Fe tn 10 1 e In 10 17 7 2 Linear NEN Koppejan parameters The conversion of NEN Koppejan parameters into Isotache parameters can be performed in 2 steps e NEN Koppejan parameters are first converted into NEN Bjerrum parameters using equations given in 17 6 1 for a single load or in 17 6 2 for several load steps i e oedometer test e Then Isotache parameters are deduced from NEN Bjerrum parameters using equations given above 17 7 1 17 7 3 Natural and linear Cam Clay
104. equation X i 1 gt X must be valid for each following pair of X co ordinates no vertical parts allowed One way for inputting geometry data is through the Geometry menu as explained in the Reference section 9 3 This section describes an other way to create and manipulate geometry graphically using the tool buttons of the View Input window 12 3 View Input Window 12 3 1 General To use the View Input option click the Geometry tab to activate it in the regular View Input window or use the menu to select it When the Geometry tab in the View Input window is selected it displays a graphical representation of only the geometrical data On the left of the window the Edit and Tools buttons are displayed 12 3 2 On the right the legend belonging to the geometry is displayed 12 3 3 At the bottom of the window the title panel and the info bar are displayed The title panel displays the project titles defined using the Properties option in the Project menu The info bar provides information from left to right about the current cursor position the current mode and the object currently selected The legend title panel and info bar are optional and can be controlled using the Properties option in the Project menu 8 9 1 3 252 MSETTLE USER MANUAL Figure 12 1 View Input window Geometry tab It is possible to use three different modes when working in the Geometry tab of the View Input window Select
105. graphic input screen Polylines A polyline consists of a series of connected lines all defined by a left hand mouse click in the graphic input screen Construction elements will be displayed as solid blue lines Valid constructions elements are converted to geometry elements as soon as the geometry is re generated For more information on adding lines and polylines see 12 4 12 2 Assumptions and restrictions During geometrical modelling the program uses the following assumptions e Boundary number 0 is reserved for the base REFERENCE 251 e A soil layer number is equal to the boundary number at the top of the layer e The boundary with the highest number defines the soil top surface e A material soil type must be defined for each layer except for layer 0 base Different layers can use the same material e All the boundaries must start and end at the same horizontal co ordinates e Boundaries should not intersect but they may coincide over a certain length e All horizontal co ordinates on a boundary must be ascending that is the equation X i 1 gt X i must be valid for each following pair of X co ordinates vertical parts are allowed e PL lnes may intersect and may coincide with each other over a certain length e PL lines and layer boundaries may intersect e All PL lines must start and end at the same horizontal co ordinate e All X co ordinates on a PL line must be strictly ascending that is the
106. in the Tools panel can be used to optimize the limits of the drawing 6 3 3 PL line Phreatic line To create the phreatic line first a PL line piezometric level must be defined 23 Choose Pl lines from the Geometry menu to open the Pl Lines window 24 Click the Add button to create PL line number 1 25 Enter points number 9 and lt 10 gt in the Point number column at the right of the window Figure 6 6 26 Click OK LT x PlLines Points Add Insert Delete Figure 6 6 Pl Lines window The defined phreatic line can now be seen in the View Input window NOTE When at least one PL line is defined in the Pl Lines window MSettle automatically defined PL line number 1 to be the phreatic line as can be seen in the Phreatic Line window from the Geometry menu Figure 6 7 Phreatic Line xj Select the PlLine by number which acts as ho a phreatic line TUTORIAL 125 f Cancel Help Figure 6 7 Phreatic line window 6 3 4 Layers After defining the points 8 6 3 2 the actual layers can now be defined according to Figure 6 1 On the menu bar click Geometry and then choose Layers In the Layers window that appears click the Add button to create boundary number 0 Remember that layer number 0 is never a physical layer but defines 21 28 29 30 the base of the project Enter points number 7 and 8 in the Point number column at the right of the
107. in the case of a long report e Settlements per vertical for the Terzaghi model 8 11 2 2 in the case of a long report e Stresses and settlements per vertical for the Darcy model 8 11 2 3 in the case of a long report e Settlements 8 11 2 4 and remaining settlements 8 11 2 5 e Maintain profile 8 11 2 6 if the Maintain Profile option was used REFERENCE 231 11 2 1 Stresses per vertical Terzaghi In case of Terzaghi consolidation model a stress table will be available for each selected vertical for initial and final states t m 8Boos We 2 2 Results per Vertical 2 1 Results for Vertical 1 X 2 00 m Z 0 00 m 2 30 7 300 5 100 2 200 136419 29 672 106 747 240 8 760 6 121 2 639 137 239 30 047 107 192 2 50 10 220 7441 3 079 138 063 30428 107 635 2 60 11 680 8 161 3 519 138 890 30 814 108 076 2 70 13 140 9 181 3 959 139 720 31 204 108 516 2 80 14 600 10 201 4 399 140 553 31 599 108 954 3 35 22 630 15 812 6818 145 170 33 838 111 332 4 10 33 580 23462 10 118 151 526 37 029 114497 4 90 45 260 31 623 13 637 158 345 40 569 117 777 Layer 5 4 90 45 260 31 623 13 637 158 345 40 569 117 777 5 65 53 552 39 243 14 309 160 532 42 393 118 139 6 35 61 322 46 384 14 938 162 552 44 144 118408 7 09 69 613 54 004 15 609 164 684 46 058 118 626 39 77 383 61 145 16 239 166 663 47 892 118 770 Layer 4 779 17 3
108. layer and one that corresponds to the bottom Therefore different PL lines can be defined for the top and the bottom of each soil layer To do this select the appropriate PL line at top PL line at bottom field and enter the appropriate number MSettle has reserved two numbers for special cases 0 and 99 PLine attop PLiine at bottom Figure 9 30 PL lines per Layer window The PL lines represent the pore pressure in a soil layer For every soil layer except the bottom layer two PL line numbers can be entered one that corresponds to the top of the soil layer and one that corresponds to the bottom For the bottom soil layer no second PL line number is required For this layer a hydrostatic increase of the pore pressure is automatically assumed from the pore pressure at the top of the layer downwards The following values can be used as PL line numbers N REFERENCE 197 0 N 99 The number corresponds to one of the PL lines defined during the geometry input Capillary water pressures are not used that is if a negative water pressure is calculated for a point above the phreatic line the water pressure in that point is defined as 0 N20 Each point within the layer has a water pressure equal to 0 Define 0 for PL line at top of layer N 99 It is possible to have a number of overlying soil layers with a non hydrostatic pore pressure for example a number of layers consisting of cohes
109. load Figure 14 4 Stress distribution under a rectangular load For this figure the following formula applies y y y tan a y tan py 15 cos p The vertical stress increment in a point x y z due to a rectangular load can be found by integration in x and z directions of equation 9 Buisman Za X 16 uus ccc y y dx dz where xX ytana xX y tana Z4 y tan f z y tan fj 282 MSETTLE USER MANUAL 14 5 Imaginary surface MSettle will determine the stress distribution in the layers below an imaginary surface caused by the weight of the layers above the surface This option must be used in the case of an initially non horizontal surface for example for an embankment Boundary 2 in the following figure is an example of such an imaginary surface Cinitial Cinitial Figure 14 5 Imaginary surface The entire soil load above the imaginary surface will only affect the initial stresses The effect of stress distribution is taken into account Incorporating stress distribution will result in an increase in the initial stress in vertical v1 near the embankment and a decrease of initial stress in the vertical v2 below the embankment 15 Pore pressure The combination of a static hydraulic pore pressure field with transient excess pore pressures can be modelled with either the approximate Terzaghi model or with the accurate Darcy model The Terzaghi model uses the th
110. location of an MGeobase database was specified in the Directories tab of the Program Options window 8 8 2 3 Select the Database tab in the Materials window to see the available soil types Select a soil type and use the Import button to import the soil type with associated properties Materiais i x Parameters Database Materials KI Undetermined Gravel sl sil loose Gravel sl sil moderate Gravel sl sil stiff Gravel ve sil loose Gravel ve sil moderate Gravel ve sil stiff Material name Sand clean stiff Loam sl san moderate Loam sl san stiff Loam sl san weak Loam ve san stiff Clay clean moderate Clay clean stiff Clay clean weak Clay sl san moderate Clay sl san stiff Clay sl san weak Clay ve san stiff Clay organ moderate Figure 9 8 Materials window Database tab REFERENCE 175 9 2 2 Materials Parameters Terzaghi If the Terzaghi consolidation model was selected in the Model window 8 9 1 1 then the Terzaghi parameters can be specified in the Consolidation and unit weight tab of the Materials window Figure 9 9 The Terzaghi model determines the approximate influence of consolidation by modification of the theoretical drained settlements using a so called degree of consolidation G See 8 1 5 1 for a comparison with the Darcy model and see 8 15 2 for background information Materiais x Material name Para
111. material Each material and therefore each box is displayed in a different colour which can be changed by the user see below Next to each box only the material name is displayed REFERENCE 257 corresponding to the colour and name of the material in the adjacent Geometry window see Figure 12 1 Unlike the standard colors used to display layers with their layer colors it is possible to define different colors used when displaying materials To change the colour assigned to a material right click the material box The menu from Figure 12 5 is displayed Properties Material Colors Layer Numbers v Material Numbers Material Names Figure 12 5 Legend Context menu for legend displayed as Materials When selecting Material Colors the Colour window appears Figure 12 6 in which the user can pick a colour or even define customized colors himself by clicking the Define Custom Colors button 213 Color Basic colors NI m mr rm mum EEE EEE m mummmu MENSENE NI Custom colots mr a mm Hue f122 Rec 3 EERE M at 177 Green Define Custom Colors Ea Lum 120 Blue 222 Cancel Add to Custom Colors Figure 12 6 Colour window 12 4 Geometry modelling 12 4 4 Create a new geometry There are two ways to create a new geometry without the wizard e Open the Geometry menu and choose New e Open the File menu and choose New In the New File window displayed select New geometry and c
112. model Itis more accurate than the Terzaghi model Jt uses the same input as the Terzaghi model This means that Darcy is now based on excess pore pressures instead of total pore pressures and that direct input of the consolidation coefficient is allowed It consumes considerable less computation time than in the previous version and features a significantly increased robustness The latter means that previous numerical problems by spatial oscillations and by negative effective stresses are practically vanished Deformation of drained layers is now included Submerging modelling has been improved in combination with the Isotache and NEN Bjerrum models the effective weight of both non uniform loads and soil layers changes gradually during submerging by taken into account the actual settlement instead of the final settlement See 8 1 5 1 for a comparison between the new Darcy model and the Terzaghi model e Optional direct input of the Preconsolidation pressure in the Material window is available for the Isotache and NEN Bjerrum models 8 9 2 4 9 2 5 in order to model special cases where a definition via POP or OCR is not sufficient e Vertical drains can be limited to a certain horizontal range Furthermore the input has been simplified both by introducing dedicated input for different drain types strips columns sand screens and dewatering methods and by supplying common defaults for applicable input parameters 8 9 4 2
113. models e NEN Bjerrum soil model with Darcy consolidation model e Isotache soil model with Darcy consolidation model When soil is submerged the effective unit weight of the non uniform loads and the soil layers decreases 7 y Ysat water MSettle estimates the submerged weight of non uniform loads and soil layers using an extrapolated settlement based on a linear extrapolation of the two previous time steps which writes 276 MSETTLE USER MANUAL S t s t 8 Setup ti 6 3 sd e 6 4 i 2 i 1 A single estimate per time step without iterations is usually sufficiently accurate However an iteration procedure per time step can be applied in case of large settlement increments per step Iteration will stop when the average settlement increment in a particular iteration is less than the stop criterion or when the maximum number of iterations is reached NOTE The accurate method takes the submerging of actual soil layers into account oppositely to the approximate method If a very small stop criterion is defined and a small column width in the Calculation Options window 8 10 1 the calculation can be very time consuming 14 Distribution of stress by loading Below the following subjects are discussed e General equations for stress distribution 8 14 1 e Stress distribution for a strip load 8 14 2 e Stress distribution for a circular load 8 14 3 e Stress distribution for a rectangul
114. new runway at a height of about 1 2 m above ground level has to be constructed Sand screens with enforced dewatering IFCO method are used because of the severe constraints on building time short and residual settlement small A general view of this project is shown in Figure 7 1 Pre loading GL 4 85 m TEX T T T T T T LI Soil improvement i WL 6 5 m Sand walls id Drain pipes Figure 7 1 General view with pre loading and sand walls Tutorial 5 7 1 1 Excavation and loading stages 2m 355m ii 3 650m Figure 7 2 Geometry of the excavation and pre loading phases Tutorial 5 TUTORIAL 141 The following stages are modelled up to and including the sand embankment construction e At time 0 day Excavation of the subsoil providing space for the foundation layer until roughly 0 55 m below the ground level e At time 12 days Filling of the foundation trench with sand e At time 19 days Installation of sand screens and start of enforced dewatering e At time 39 days embankment raise to a level of 1 2 m The added sand has an unsaturated and a saturated unit weight of respectively 17 5 and 20 kN m 7 1 2 Subsoil characterization For the characterization of the subsoil a boring is made nearby the studied locati
115. objective natural parameters can be derived simply from common oedometer tests 8 17 4 or from compression parameters for other models 8 17 7 178 MSETTLE USER MANUAL atenas ij x Material name Add Insert Delete Rename z Figure 9 11 Pamen Database I Drained Consolidation and unit weight Compression C Preconsoldation pressure op IkNAw C Pre overburden pressure POP kN n Qverconsolidation ratio OCR H pao C Eguivalent age days i coe 00 Reloading swelling constant a 1 000E 02 Primary compression constant b H 1 000E 01 Secondary compression constant c 5 000E 03 Materials window Compression tab for Isotache model Preconsolidation pressure op Preconsolidation pressure in the middle of a layer The preconsolidation pressure is the highest vertical stress experienced in the past MSettle will use a vertical gradient equal to the initial stress gradient Pre Overburden Pressure POP The Pre Overburden Pressure POP is defined as the preconsolidation pressure minus the initial in situ vertical effective stress Overconsolidation ratio OCR The Overconsolidation Ratio OCR is defined as the ratio of preconsolidation pressure and in situ vertical effective stress The corresponding equivalent age according to equation 53 page 303 is shown in grey in the Equivalent age field This enables to chec
116. of fine grained soils by drainwells Trans ASCE 113 pp 718 742 1948 Carillo N Simple two and three dimensional cases in the theory of consolidation of soils Journal of Math Phys Vol 21 pp 1 5 1942 Mesri A M Coefficient of Secondary Compression Journal of Soil Mechanics and Foundations Division January 1973 pp 123 137 Den Haan E J Vertical Compression of Soil Ph D Thesis Delft University 1994 NEN 6744 1991 Geotechnics Calculation Method for shallow foundations in Dutch Nederlands Normalisatie Instituut Dutch Normalisation Institute NEN 5118 1991 Geotechnics Determination of the one dimensional consolidation properties of soil in Dutch Nederlands Normalisatie Instituut 428 MSETTLE USER MANUAL Lit 10 Lit 11 Lit 12 Lit 13 Lit 14 Lit 15 Lit 16 Lit 17 Lit 18 Lit 19 Lit 20 Lit 21 Lit 22 Lit 23 ISSMGE DIN 1998 Recommendations of the ISSMGE for Geotechnical Labatory Testing ETC5 D1 97 Sellmeijer J B Vertical Drains simulated as Leakage Learned and Applied Soil Mechanics out of Delft 75 80 2002 Den Haan E J amp Sellmeijer J B Calculation of soft ground settlement with an isotache model Soft Ground Technology ASCE Geotech Special Publication nr 112 pp 94 104 2000 Den Haan E J Het a b c isotachenmodel hoeksteen van een nieuwe aanpak voor zettingsberekeningen in Dutch Geotechniek 2003 V
117. ordinate m Y co ordinate m 60 000 0 000 60 000 p 000 Figure 6 12 Non Uniform Loads window As explained in 6 1 at time 0 day the excavation is modelled by simply adding a reversed initial non uniform load by means of a negative unit weight and the refilling with sand material is modeled by applying a non uniform load with the same unit weight as the sand material 42 Click the Add button and rename the load with name lt Excavation gt 43 Unmark the Initial load checkbox 44 Enter a Time of 0 days and a Total unit weight above and below phreatic level of lt 15 gt 45 The bottom boundary of the excavation includes four points select the second row and use the Insert row gt button to insert two rows between the two existing rows Enter co ordinates X of lt 50 gt and Y of lt 5 gt for point 2 and X of 50 and Y of lt 5 gt for point 3 as shown in Figure 6 13 left 46 To model the refilling with sand material select the load Initial soil previously defined and click the Add button Rename the load with name Improvement 47 Unmark the Initial load checkbox and enter a Total unit weight of 17 5 and 20 respectively above and below phreatic level The co ordinates don t need to be modified as the top boundary of the Improvement load is the same as the Initial soil load Figure 6 13 TUTORIAL 129 HE Xcoodesein Ycoodedeinl an 1 y Emu 0000 nam 0000 j2
118. parameters 26 Select Sand and mark the Drained checkbox Enter the soil properties according to Table 3 1 27 Select Medium Clay and rename it into Clay Sandy Enter the soil properties according to Table 3 1 The final input for Clay Sandy is presented in Figure 3 9 52 MSETTLE USER MANUAL Materials X Myrens 717 T F Dored Sard Connahdalion ard uri wrong Comgression Total ued wet Abgve phres level paw 1600 Below pheeshe level uw 16 00 Storage G yonca conoidstion coefficient C Contant pemeablty Shan dependent permeabily Meca connhdation coriis C nea 1 00 ax x em onm Materials x Motenal DT F Dored m Coraokision ond uri weight Comererinn C Bweconsckdsson pesse Op RNAF C Preovebudenpreguse POP DHA Oyecensckdoten rao OCR ufe C Egivalert oze pE c reat nada Compeeison aho O Conpernen ndeg Reloading yeling satio FIR H 50125000 Comergesen rato CR pied Conce of secondorg compeesson Ca 0 007000 x c9 tee Figure 3 9 Materials window for Clay Sandy 28 Optionally delete the unused default soil types using the Delete button 29 Click OK to confirm NOTE No consolidation coefficient value is required if completely drained behaviour cy is assumed NOTE It is possible to import soil properties from the MGeoBase database see 8 9 2 1 To this end MGeoBase has to be installed cy
119. points and derives the deformation during consolidation from the development of the true effective stress The Darcy model in combination with the isotache models also allows for modelling the gradual decrease of effective weight during submerging of loading and layers e Terzaghi Terzaghi s one dimensional theoretical solution for consolidation of elastic soil can be used to modify the drained settlement solution in order to approximate the influence of excess pore pressure generation Lit 3 The combination with vertical drains can be considered as an extension to the Terzaghi Barron Carillo method Lit 4 Lit 5 1 2 4 Results e Following the analysis MSettle can display results in tabular and graphical form e The tabular report contains an echo of the input data and both settlements and stresses per vertical e Settlements and stress components can be viewed graphically in time and along depth e A dissipation design graph can be viewed showing the degree of consolidation by uniform loading for each layer e The settled geometry can be viewed or written to a geometry file e Finally the settled geometry and excess pore pressures for a stability analysis with the MStab program can also be written 1 3 Features in additional modules 1 3 1 Fits on settlement plate measurements Measured settlements can be imported and used by MSettle to perform fits by automatic scaling of material parameters This feature enables a more accurate
120. printouts Interface Currently the only available interface language is English language Output Three output languages are supported English French and Dutch language The selected output language will be used in all exported reports and graphs 8 2 5 Modules I xi View General Directories Language License FlexLm IV MSettle 1D model with Terzaghi Iv 2D geometry model v Darcy consolidation model I Vertical drains v Fit for settlement plate IZ Pore pressure WaSpan model v Reliability analysis v Horizontal displacements Evaluation mode v Show at start of program Figure 8 6 Program Options window Modules tab For an MSettle installation based on floating licenses the Modules tab can be used to claim a license for the particular modules that are to be used If the Show at start of program checkbox is marked then this window will always be shown at start up For an MSettle installation based on a license dongle the Modules tab will just show the modules that may be used The Vertical drains option is only available in combination with 2D geometry 164 MSETTLE USER MANUAL Input Before the analysis can be started the data for layers soil properties and loads need to be inputted 9 1 Project menu The Project menu can be used to set the model settings The project preferences can be set the default values of the probabilistic parameters can be entered and it is possibl
121. right select Number 1 18 Then click the P button 19 Repeat it for the eight other layers nr 2 to 9 as shown in Figure 7 9 20 Click OK to confirm the input ESTESTESTESTETESIESTESIE AE Figure 7 9 Layers window Materials tab TUTORIAL 147 7 4 Piezometric Levels 7 4 1 Phreatic Line 21 In the Phreatic Line window from the Geometry menu select PL line number lt 2 gt at level 6 5 m as phreatic line 7 4 2 PL lines per Layer In this project the piezometric level at the ground surface corresponds with the phreatic line i e PL line number 1 at depth 6 5 m and the piezometric level in the Pleistocene layer is at 4 4 m i e PL line number 2 In between a linear distribution is assumed 22 Open the PL lines per Layer window from the Geometry menu and note that the eight layers are already defined with PL line number 1 as default 23 For layer 1 i e Pleistocene leave PL line number 1 at both top and bottom 24 For layer 8 i e top layer enter PL line number 2 at the top 25 Enter lt 99 gt in all other cells of the table to indicate a linear distribution Figure 7 10 the interpolation will take place between the PL line belonging to the first soil layer above with a real PL line number i e not equal to 99 and the PL line belonging to the first soil layer below with a real PL line number IDEE xj PL4i
122. several cross sections MGeobase can also be used to execute series of MSettle analyses along a location line Besides the exchange of input data MSettle can also export the settled geometry and excess pore pressures to MStab for stability analysis 1 2 Features in standard module MSettle was developed especially for geotechnical engineers MSettle s graphical interactive interface requires just a short training period for novice users This means that you can focus your skills directly on the input of sound geotechnical data and on the subsequent settlement calculation 1 2 1 Soil profile e Multiple layers The two dimensional soil structure can be composed of several soil layers with an arbitrary shape and orientation Each layer is connected to a particular soil type e Verticals By placing verticals in the geometry you can define the co ordinates for which output results will be shown The position of the z co ordinate is only relevant for circular or rectangular loads e Soil properties The well established constitutive models are based on common soil parameters for virgin compression unloading reloading and secondary creep Parameters of the different models can also be determined directly from the results of oedometer tests using the MCompress program Consolidation is either modelled by means of a consolidation coefficient or by means of permeability per layer 1 2 2 Loads Subsequent loads at different times can be applied In
123. submerging REFERENCE 217 MSettle can subdivide trapeziform loads or non uniform loads into columns 8 14 2 The default value for the width of these columns is one meter but it is possible to change these defaults A small width will increase the accuracy while a large width will increase the calculation speed The Maintain Profile iteration will stop when the difference in the calculated final settlements between two iterations becomes less than the specified value The Submerging iteration will stop when the difference in settlements between the iterations becomes less than the specified value With Terzaghi or NEN Koppejan i e approximate submerging model iteration is performed on the final settlements With Darcy in combination with the NEN Bjerrum or Isotache model i e accurate submerging model iterations may occur within time steps in case of large increments When submerging is used the increment of the settlement is yet unknown An estimate of the settlement is made by means of an iterative procedure The iteration is stopped if the settlement is less than the given value Only for Darcy in combination with the NEN Bjerrum or Isotache model i e accurate submerging model the maximum number of submerging iterations within a step A value of 1 means no iterative correction per step The iteration is stopped after this fixed number of iterations 10 2 Calculation Times The Calculation Times window allows input of
124. that the gradient along the depth is equal to the gradient of the initial stress BACKGROUND 309 See Figure 17 1 for a graphical representation In general OCR is considered more appropriate if the preconsolidation stress results predominantly from ageing POP or using the same gradient as the initial stress is considered more appropriate if the cause is predominantly a large overburden pressure in the past POP Ov Op ov POP Ov OCR x ov Z Z Figure 17 1 Over consolidation POP and OCR 17 3 NEN Bjerrum parameter determination MSettle s NEN Bjerrum model 8 16 1 uses parameters that correspond to today s international de facto standard The reloading swelling index C describes the elastic stiffness during unloading and reloading below preconsolidation pressure The primary compression index C and the coefficient of secondary compression C describe respectively the idealized elasto plastic deformation and the viscous creep rate during virgin loading All these parameters are traditionally determined using a linear strain assumption instead of natural strain 8 16 2 1 NOTE With regard to the NEN Bjerrum parameter definition please note the following important attention points e Linear strain parameters are determined with reference to the initial height However some standards and recommendations for interpretation of oedometer tests prescribe that parameters especially C are determined with reference to
125. the graph in order to view and copy the chart data 238 MSETTLE USER MANUAL PER GG F oyman S f fes Ves St cm Denis eens J ca SS Verte 1 0 000 Z 0 000 mp po Matres tacna wits Ter cag Dr sani Secret utr VIX dms 208 i Figure 11 11 Time History window for Terzaghi consolidation Stress Enable this checkbox to display the graph of loading in time Deformation Enable this checkbox to display the graph of settlement in time Fix Enable this checkbox to fix the range of the vertical axis of the graph Settlement of settlement whatever the selected time step Axis m Click this button to switch from logarithmic to linear scale or vice versa Vertical Type the vertical number that must be displayed or click the arrow up and arrow down keys S to scroll through the available verticals Depth Select a depth from the drop down list When typing the first digit of a desired depth the next available depth starting with that digit is displayed Use the arrow down keys to scroll through the available depths Use the Pan and Zoom El buttons to select the visible part At surface level MSettle will plot also green lines in case of multiple load steps These green lines indicate the predicted settlement that would occur if no further load steps were applied NOTE Click the right hand mouse button in the Time History graph and select the View Data option to view al
126. top layer of 1 m thickness e Situation B bm5 1b Situation without stiff top layer e Situation C bm4 10c Situation without stiff top layer and with a layered elastic layer top layer of 1 m thick with E 1500 kN m i e jus 18 kN m and bottom layer of 4 m thick with E 575 kN m i e yunsat 10 kN m The average Young s modulus thus becomes Eug 1 x 1500 4 x 575 5 760 KN m Resulting horizontal displacements are calculated for verticals at 2 m and 10 m from the edge of the surcharge load 424 MsETTLE USER MANUAL Program LEEUWIN EXE The three situations described above are modeled with the program LEEUWIN EXE and results are shown below gaama See KMAN Figure 24 3 Horizontal displacements acc to LEEUWIN EXE program situation C VERIFICATION 425 MSettle Results show that the horizontal displacements calculated by MSettle are in agreement with the horizontal displacements from the program LEEUWIN EXE based on the Tables of De Leeuw Lit 24 Table 24 1 Results of benchmark 5 1 Horizontal displacements at 2 m from the edge of the surcharge load for different situations Situation Depth along Benchmark MSettle Relative error elastic layer mm mm 96 A 0m 0 00 0 00 0 00 1m 3 81 3 81 0 00 2m 5 90 5 90 0 00 3 m 5 97 5 97 0 00 4 m 4 05 4 05 0 00 5 m 0 00 0
127. underpressure pai at time t This value can vary between 0 and 30 kPa if an impermeable cover is applied on top Lit 20 Tube pressure The water pressure Dpipe in the drainage tube at time t A common input value during enforced dewatering is 10 kPa Lit 20 Without enforced dewatering you must determine this pressure from the assumed position of the free phreatic level in the granular wall 9 5 Water menu On the menu bar click Water and choose Properties to open the Water Properties window 8 9 5 1 9 5 1 Water Properties In this window the unit weight of water can be specified REFERENCE 203 Water Properties xj Unit weight kN m3 Cancel Help Figure 9 38 Water Properties window Unit weight Unit weight of water The default is 9 81 kN m 9 6 Loads menu On the menu bar click Loads to display the following menu options e Non Uniform Loads 8 9 6 1 to input non uniform loads e Water Loads 8 9 6 2 to input hydraulic pore pressure changes excluding the excess component e Other Loads 8 9 6 3 to input loads with trapeziform cross section circular base rectangular base uniform cross section 9 6 1 Non Uniform Loads Choose the Non Uniform Loads option in the Loads menu to open an input window in which non uniform loads can be defined Use the panel on the left to add loads and enter the required parameters for each load MSettle assumes that a non uniform load is caused by soil
128. used as input values for the height of the compensation load bm4 3g to bm4 3l Due to symmetry only half of the vertical results are given 401 VERIFICATION Table 23 3 Results of benchmark 4 3 Settlements using the Maintain Profile option Xco ordiante bm4 3a bm4 3b bm4 3c bm4 3d bm4 3e bm4 3f 0 0 014 0 145 1 095 1 128 0 438 0 502 20 1 188 1 340 1 374 1 400 0 900 0 973 25 2 252 2 351 1 588 1 602 1 378 1 422 30 2 778 2 847 1 690 1 702 1 631 1 664 35 3 112 3 165 1 764 1 775 1 805 1 832 40 3 321 3 363 1 815 1 825 1 919 1 942 45 3 415 3 457 1 835 1 845 1 963 1 986 50 3 451 3 493 1 840 1 851 1 978 2 002 55 3 465 3 507 1 842 1 853 1 983 2 007 60 3 469 3 511 1 843 1 853 1 985 2 009 Settlement results and shape of the loads are represented in Figure 23 3 for NEN Koopejan model with Terzaghi consolidation Note that the original shape of the load coincide with the shape of the compensation load after settlement which means that the original profile has been maintained thanks to the compensation load X co ordinate m 0 20 40 60 80 100 120 r T E 3 E F E cd x gt e x kn T 3 2 Q 2 E Surface level Settlement m Settlements with Maintain Profile option bm4 3a Settlements with a compensation load bm4 3b Original top level of the load bm4 3a Top level of the compensation load after settlement bm4 3b Original top level of the compensat
129. yield a reduction of the calculated bandwidth in the total and residual settlements Select the vertical for the reliability analysis For FORM and Monte Carlo methods the allowed residual settlement represented in the Residual Settlements Reliability window 8 11 13 In case the Use Fit option is selected this value represents the combined inaccuracy in the measurements and in the prediction model A larger value implies less influence of the measurements on the Bayesian update of the correlations between uncertain parameters The number of samples that the Monte Carlo method will use The maximum number of iterations for the FORM method Click this button to open the Calculation Times window see Figure 10 3 in 8 10 2 In this window the times for the calculation of bandwidth reliability index and influencing factors can be defined NOTE If the Use Fit option is selected MSettle will already calculate the bandwidth and the influencing factors for the total settlement at the times of measurement REFERENCE 227 10 4 3 Error Messages before calculation If errors are found in the input no calculation can be performed and MSettle opens the Error Messages window displaying more details about the error s Those errors must be corrected before performing a new calculation To keep the messages they must be printed because they will be overwritten the next time a calculation is started Error messages TE Run identif
130. 0 406 MSETTLE USER MANUAL Table 23 11 Results of benchmark 4 41 Isotache model with Darcy consolidation Used fit factors in Fit 1 default weight Fit 2 SLM file MSettle Weight Error MSettle Weight Error a b 1 1 089 10 8 17 1 001 100 0 10 b 1 5 1 185 4 26 58 1 512 1 0 79 c b 0 9 0 784 10 14 80 0 894 9 0 67 OCR 2 1 686 3 18 62 2 015 0 5 0 74 k 2 2 455 1 18 53 1 997 1 0 15 r 1 1 000 0 00 1 000 0 00 Use MSettle input files bm4 4a sli till bm4 4Lsli to run this benchmark 23 5 Initial stresses using Imaginary Surface option Description The initial stress distribution at verticals X 0 and X 10 m is calculated for a 2 layers system composed of a bottom layer of 5 m height ju 17 kN m and Yat 20 kN m and a top layer yos 14 kN m and zat 16 kN m with a trapezoidal form slope of and maximal height of 4 m The imaginary surface is assumed to be the top of the bottom layer i e level 0 m NAP The phreatic line is at level 4 m NAP Figure 23 5 Geometry of benchmark 4 5 The initial stress distribution of this 2 layers system is calculated with MSettle using the Imaginary Surface option Results are compared to the final stress distribution calculated by MSettle without the Imaginary Surface option but by modeling the top layer as a trapeziform load with the same properties Results are expected to be the same VERIFICATION 407 MSe
131. 0 5 m Tutorial 2e 47 Open the Vertical Drains window via the GeoObjects menu change the drain spacing to a Rectangular grid typical for Beau Drain select the Simple Input option for Enforced Dewatering add a Begin time for the pumping of lt 54 gt days and add a End time of 438 days Leave the value for the underpressure to the default of 35 kPa The value of the water head in the drains during dewatering 91 92 MSETTLE USER MANUAL should be chosen equal to the initial position of the horizontal drains in this case at RL lt 2 2 gt m as shown in Figure 4 35 Figure 4 35 Vertical Drains window Enforced Dewatering input Tutorial 2e 48 Perform a new calculation in the Start Calculation window 49 Verify that the residual settlement after 900 days is 0 140 m for vertical 4 50 View the excess head versus time at vertical 4 RL 4 875 m Figure 4 36 Note that the excess head is reduced considerably during enforced dewatering Figure 4 36 Time History window Excess head vs Time in vertical 4 at RL 4 875 m with enforced dewatering Tutorial 2e 51 View also the effective stress versus time at vertical 4 RL 4 875 m Figure 4 37 Before 438 days the effective stress increases continuously due to still TUTORIAL dissipating excess pore pressures After the end of pumping at 438 days the effective stress decreases with approximately 35 kPa Ese O 9 P R rbd S Dems Eda 2 Ye
132. 00 16 2 2 Isotache Creep iiie ees etra seine ba rua e ER EE ERE ERR EFE EFE ERR FOR e ERR EE u 301 REM I Bon IE 304 11 12 MSETTLE USER MANUAL 16 3 1 NEN Koppejan Settlement 16 3 2 NEN Koppejan Swelling eese eene nennen 16 3 3 NEN Koppejan Natural strain esses enne 306 17 DETERMINING SOIL PARAMETERS 307 17 1 J0GdOmeter Tests ovesi eret ey eer hee een Ve SE FERE TEE ERE UR 307 SEA DESCMPUON RPM 307 17 1 2 Simulating an oedometer test with MSettle seseessesssss 308 17 2 Qy amp rconsolldati01l nds csc suas iere n dessndestessnesadsesuccuensdcaveteestsceassutedevsssucseass 308 17 3 NEN Bjerrum parameter determination eeeeeeeeeeeeeeeeee eene 309 17 4 Isotache parameters determination eeeeeeeeeeeeeeeeeeee eene 311 17 5 NEN Koppejan parameter determination eeeeeeeeeeeeeee eene 313 17 5 1 Primary and secular compression coefficients esessesessss 313 17 5 2 Primary and Secondary swelling coefficients eeeeeeeeesses 315 17 6 NEN Bjerrum parameters from Koppejan parameters eeeeeeeeeeeeeeeeees 315 17 6 1 Fora smgle load creer imer nerd eer E ER TERR R CERTE 315 17 6 2 From oedometer test results eeeeeeeeeeeeeeeeeeee eene 315 17 7 Isotache a b c parameter conversion eeeeeeeeeeeeeee
133. 00 0 425 0 423 0 47 B Darcy Approx 100 0 168 bm3 0 166 1 20 2000 0 454 4b 0 453 0 22 10000 0 425 0 423 0 47 C NEN Terzaghi Approx 100 0 661 bm3 0 661 0 00 Bjerrum 2000 1 093 4C 1 093 0 00 m 10000 1 265 1 265 0 00 D Darcy Accurate 100 0 570 bm3 0 570 0 00 2000 1 025 4d 1 025 0 00 10000 1 169 1 169 0 00 E Isotache Terzaghi Approx 100 0 486 bm3 0 486 0 00 2000 0 676 4e 0 676 0 00 s 10000 0 709 0 709 0 00 F Darcy Accurate 100 0 412 bm3 0 413 0 24 2000 0 641 4f 0 642 0 16 10000 0 654 0 654 0 00 Table 22 7 Results of benchmark 3 4 Effective stress at the surface for different cases Case Soil Cons Subm Time Benchmark MSettle Error model model method days kPa File kPa 9e A NEN Terzaghi Approx 100 36 240 bm3 4a 36 269 0 08 Koppejan 2000 57 240 57 269 0 05 m 10000 36 240 36 269 0 08 B Darcy Approx 100 36 240 bm3 4b 36 269 0 08 2000 57 240 57 269 0 05 10000 36 240 36 269 0 08 C NEN Terzaghi Approx 100 34 000 bm3 4c 34 000 0 00 Bjerrum 2000 46 000 46 000 0 00 EN 10000 34 000 34 000 0 00 D Darcy Accurate 100 18 000 bm3 4d 18 000 0 00 2000 30 000 30 000 0 00 10000 18 000 18 000 0 00 E Isotache Terzaghi Approx 100 34 000 bm3 4e 34 000 0 00 2000 48 734 48 730 0 01 S 10000 34 000 34 000 0 00 F Darcy Accurate 100 21 021 bm3 4f 21 009 0 06 2000 35 028 35 023 0 01 10000 18 000 18 000 0 00 Time days 0 1 1 10 100 Settlement m 0 5
134. 0000 0 0000 0 0000 0 0000 0 0000 Total 0 1072 0 0057 0 1542 0 0480 1 0012 0 3376 Depth Layer Total settlement 100 cons Percentage From To number Primary Secondary After of original 10 days 10000 days layer height Im Im Im Im Im 1 1 00 0 00 6 0 3754 0 0819 0 7028 70 28 1 00 0 00 5 0 3732 0 1702 1 0540 10540 1 00 0 00 4 0 1912 0 0790 0 5072 50 72 1 00 0 00 3 0 1009 0 0487 0 2959 29 59 1 00 0 00 2 0 0076 0 0000 0 0076 0 76 1 00 0 00 1 0 0000 0 0000 l 0 0000 0 00 Total 1 0483 0 3798 2 5675 Figure 11 3 Report window Settlement per vertical NEN Koppejan with Terzaghi The following is an explanation of the column headings Layer number Layer number Depth From m Y co ordinate at the top of the layer To m Y co ordinate at the bottom of the layer Swelling Primary m Primary swelling Secondary m Secondary swelling Settlement b Sp settlement before preconsolidation stress Primary m Primary settlement Secondary 10 days m Secondary settlement after 10 days Settlement a Sp settlement after preconsolidation stress Primary m Primary settlement Secondary 10 days m Secondary settlement after 10 days Total settlement 10096 cons Primary m Primary settlement Secondary 10 days m Secondary settlement after 10 days After 10000 days m Seco
135. 1 4 2 Spreadsheet Pc cstt in the layer corr at t 0 3 9er Spreadsheet Pc variable in the layer corr at t 0 jol Spreadsheet Pc cstt in the layer corr every step Spreadsheet Pc variable in the layer corr every step 0 014 L MSettle Pc cstt in the layer corr at t 0 bm3 7a bm3 7b MSettle Pc variable in the layer corr at t 0 bm3 7d bm3 7e 0 016 MSettle Pc cstt in the layer corr every step bm3 7c MSettle Pc variable in the layer corr every step bm3 7f 0 018 Figure 22 11 Comparison between MSettle and the spreadsheet results for Pc compression Use MSettle input files bm3 7a sli to bm3 7r to run this benchmark 22 8 Settlements and dissipations during Terzaghi consolidation process loading un reloading steps Description The same oedometer tests as benchmarks bm3 1a 8 22 1 bm3 2a 8 22 2 and bm3 3a 8 22 3 are performed for respectively NEN Koppejan Isotache and NEN Bjerrum models except that the layer is not Drained anymore but has a coefficient of consolidation of C 107 m s which leads to a slow consolidation process contrary of benchmark 3 2 In MSettle two types of calculation are performed e Benchmarks bm3 8a b and c use the Terzaghi consolidation model e Benchmarks bm3 8d e and f use the Darcy consolidation model with C as storage parameter Benchmark The analytical solution for a calculation with consolidation Terzaghi consolidation mode
136. 11 8 x Identification View Input Stresses in Geometry Settled Geometry Display Iv dino bar v Layer colors Large cursor V Points Iv Legend Same scale for x and z axis Iv Rulers v Origin Labels Layers Grid a I Points As layer pees v Show arid C As material numbers Grid distance m 1 000 v Layers B C As material names Settled geometry Iv Enlarged Enlarge factor B 7 Save as default Coed Help Figure 9 7 Project Properties window Settled Geometry tab REFERENCE 173 Display Infobar Enable this checkbox to display the information bar at the bottom of the View Input window Legend Enable this checkbox to display the legend Layer colors Enable this checkbox to display the layers in different colors Rulers Enable this checkbox to display the rulers Same scale for x Enable this checkbox to display the x and z axis with the same and z axis scale Origin Enable this checkbox to draw a circle at the origin Large cursor Enable this checkbox to use the large cursor instead of the small one Points Enable this checkbox to display the points Labels Points Enable this checkbox to display the point labels Layers Enable this checkbox to display the layer labels Layers When the option Layers is checked choose how the layer are indicated by number by material number or by material name This choice determines the layer
137. 13 3 e Rectangular loads 8 13 4 e Uniform loads 8 13 5 e Maintain profile 8 13 6 e Submerging 8 13 7 A negative load will decrease the vertical effective stresses in a vertical A negative time can be used to indicate that the initial load will only affect the initial effective stress See chapter 14 for background information on calculating stresses by loading 13 1 Non uniform loads The top of a non uniform load is defined as a layer boundary and the bottom is equal to the surface level or when more non uniform loads have been defined the top of an underlying non uniform load Besides soil raise you can also use non uniform loads to model excavations by defining a negative unit weight 272 MsETILE USER MANUAL Figure 13 1 Non uniform load Non uniform loads are subdivided into columns The weight of these columns depends on the phreatic level in the column 13 2 Trapeziform loads The input of trapeziform loads consists of P Unit weight kN m3 XL Length of the left part of the trapeziform load m XM Length of the middle part of the trapeziform load m XR Length of the right part of the trapeziform load m H Height of the trapeziform load m P x y Starting point left side of the trapeziform load Trapeziform loads are subdivided into columns dc i4 P 5 aL XM XR 4 gt Figure 13 2 Trapeziform load subdivided into columns The change of stress at a
138. 14 Settlements in time Dispersion Time Benchmark MSettle Relative error conditions days mm File mm Drained at only 10 1 41 bm3 14a 1 42 0 70 one side 40 3 21 3 21 0 00 80 5 31 5 32 0 19 Undrained at 10 1 41 bm3 14b 1 42 0 70 both sides 40 3 21 3 21 0 00 80 5 31 5 32 0 19 Table 22 43 Results of benchmark 3 14 Dissipations in time VERIFICATION Dispersion Time Benchmark MSettle Relative error conditions days File Drained at only 0 1 2 62 bm3 14a 2 62 0 00 one side 0 95 8 08 8 07 0 12 9 66 25 77 25 79 0 08 80 72 08 72 11 0 04 Undrained at 0 1 2 62 bm3 14b 2 62 0 00 both sides 0 95 8 08 8 07 0 12 9 66 25 77 25 79 0 08 80 72 08 72 11 0 04 Time days 20 30 40 50 60 70 80 0 0 001 0 002 0 003 0 004 0 005 Settlement m 0 006 0 007 MSettle Drained at both sides bm3 8b MSettle Drained at only one side bm3 14a 0 008 MSettle Undrained at both sides bm3 14b 0 009 a Spreadsheet with Drainage height Sample height Figure 22 22 Results of benchmark 3 14 Comparison between MSettle and the spreadsheet settlement results 393 394 MSETTLE USER MANUAL Dissipation 80 r 90 100 Time days 100 MSettle Drained at both sides bm3 8b MSettle Drained at only one side
139. 2 0 95 OCR 1 8 0 280 3 185 71 0 809 25 1 11 k 5 4 666 1 7 16 5 009 1 0 18 r 1 0 997 0 30 1 000 0 00 VERIFICATION 405 Table 23 8 Results of benchmark 4 4i NEN Bjerrum model with Terzaghi consolidation Used fit factorsin Fit 1 default weight Fit 2 SLM file MSettle Weight Error MSettle Weight Error RR CR 1 1 066 10 6 19 1 007 100 0 70 CR 1 5 1 437 4 4 38 1 498 1 0 13 C CR 0 9 1 020 10 11 76 0 904 1 0 44 OCR 1 8 1 813 3 0 72 1 803 3 0 17 C 3 2 992 1 0 27 2 998 1 0 07 if 1 1 000 0 00 1 000 0 00 Table 23 9 Results of benchmark 4 4j NEN Bjerrum model with Darcy consolidation Used fit factors in Fit 1 default weight Fit 2 SLM file MSettle Weight Error MSettle Weight Error RR CR 1 1 069 10 6 45 1 004 100 0 40 CR 1 5 1 023 4 46 63 1 454 1 3 16 C CR 0 9 0 885 10 1 69 0 920 10 2 17 OCR 1 8 1 428 3 26 05 1 817 1 0 94 k 2 2 605 1 23 22 2 078 1 3 75 r 1 1 000 0 00 1 000 0 00 Table 23 10 Results of benchmark 4 4k Isotache model with Terzaghi consolidation Used fit factors in Fit 1 default weight Fit 2 SLM file MSettle Weight Error MSettle Weight Error a b 1 1 018 10 1 77 1 003 100 0 30 b 1 5 1 442 4 4 02 1 504 0 1 0 27 c b 0 9 1 012 10 11 07 0 892 3 0 90 OCR 2 2 030 3 1 48 1 998 4 0 10 G 3 3 018 1 0 60 2 999 2 0 03 r 1 1 000 u 0 00 1 000 0 0
140. 2b gt 34 Open the Non Uniform Loads window from the Loads menu and remove the previously defined loading using the Delete button Then click Generate and enter the profile and stages according to Figure 4 23 Click OK to confirm Generate Non Uniform Loads xi Generate Non Uniform Loads X Figure 4 23 Generate Non Uniform Loads window Tutorial 2c 35 In the Non Uniform Loads window remove the abundant Final load For each of the generated loads add a unit weight Above and Below phreatic surface of respectively lt 18 gt and lt 20 gt and a Time of application of 02 142 lt 35 gt 56 gt 77 98 119 and 140 days from Generate load 1 to Generate load 8 The input for the last loading is shown in Figure 4 24 86 MSETTLE USER MANUAL Non Uniform Loads xi osdname T Initial load Generated load 1 Generated load 2 Time days 140 Generated load 3 Generated load 4 Sequence of loading H 8 Generated load 5 S Generated load 6 Endtime days Generated load 7 Total unit weight Above phreatic level kNZm3 18 00 Below phreatic level kN m3 20 00 Import from Database Y co ordinate m 8 500 9 750 67 000 9 750 70 886 8 500 td meen E x se o Figure 4 24 Non Uniform Loads window Load 8 Tutorial 2c The staged loading i
141. 3 7h bm3 7i bm3 7j bm3 7k bm3 71 POP 5kPa bm3 7m bm3 7n bm3 70 bm3 7p bm3 7q bm3 7r Benchmark The analytical formulas are the same as benchmark 3 1 8 22 1 except the value of the pre consolidation pressure which depends on the selected options e for constant in time P max R y o Vi 1 lt i lt 8 e for correction at time t 0 day Rai max 5 o5 Vi1xix8 e for correction at every time step Ri max P 1 0 1 Vi1xix8 where om for bm3 7a until bm3 7c constant within the layer T O6 o middle O5 for bm3 7d until bm3 7f variable within the layer 99 OCR 04 for bm3 7g until bm3 71 POP 05 for bm3 7m until bm3 7r MSettle results are compared to an analytical solution worked out in an Excel spreadsheet 366 MSETTLE USER MANUAL MSettle result In the Calculation Options window the Preconsolidation pressure within a layer is adapted for each benchmark according to Table 22 13 The settlements calculated by MSettle are exported to the spreadsheet using the View Data option in Time History window for comparison see Figure 22 11 The final settlements and initial pre consolidation are respectively given in Table 22 14 and Table 22 15 Table 22 14 Results of benchmark 3 7 Final settlements for different pre consolidation types Type Type within the Type in time Benchmark MSettle Error layer mm File mm
142. 33 200 7 911 C NEN Koppejan Detailed 50 3 894 200 1 859 Column NEN Koppejan Off Undet 200 1 000 E Isotache Simple Rectang 50 and 400 1 000 200 2 282 F NEN Bjerrum Detailed Triang 50 6 107 200 1 747 G Strip NEN Bjerrum Off Rectang 200 1 000 H NEN Koppejan Simple Triang 50 and 400 1 000 200 2 703 I Isotache Detailed Undet 50 2 433 200 2 368 MSettle results with Vertical Drains Final settlements calculated by MSettle for vertical 1 situated in the drainage range are the same as benchmark 3 11 22 11 and are given in Table 23 19 MSettle results with Water Loads Final settlements calculated by MSettle using Water Loads are given in Table 23 19 VERIFICATION 417 Table 23 20 Results of benchmark 4 10 Final settlements Case MsSettle with Vertical MSettle with Water Relative Drains Loads error Filename m Filename m 96 A bm3 11a 2 584 bm4 10a 2 584 0 00 B bm3 11b 1 992 bm4 10b 1 994 0 10 C bm3 11c 2 237 bm4 10c 2 240 0 13 D bm3 11d 2 197 bm4 10d 2 198 0 05 E bm3 11e 2 566 bm4 10e 2 565 0 04 F bm3 11f 1 988 bm4 10f 1 991 0 15 G bm3 11g 1 969 bm4 10g 1 970 0 05 H bm3 11h 2 197 bm4 10h 2 198 0 05 I bm3 11i 2 591 bm4 10i 2 596 0 19 Use MSettle input files bm4 10a sli to bm4 10i sli to run this benchmark 23 11 Settlement acc to approximate submerging model Description This benchmark checks the approximate submerging model by adapting
143. 40 0 2 17 022 0 456 1 097 D 1 200 1 0 2 5 0 25 1 629 0 465 1 000 2 200 1 0 40 0 25 43 146 0 465 1 000 E 1 50 400 1 0 2 825 0 25 1 908 0 465 1 000 1 200 2 5 2 5 2 825 0 25 1 908 0 465 2 282 2 50 400 1 0 45 2 0 25 49 438 0 465 1 000 2 200 2 5 2 5 45 2 0 25 49 438 0 465 1 022 F 1 50 5 30 2 625 0 25 1 736 0 465 6 107 1 200 2 0 2 625 0 25 1 736 0 465 1 747 2 50 5 30 42 0 25 45 558 0 465 1 099 2 200 2 0 42 0 25 45 558 0 465 1 014 G 1 200 1 0 3 39 0 223 2 450 0 475 1 000 2 200 1 0 45 2 0 223 49 528 0 475 1 000 H 1 50 400 1 0 3 15 0 223 2 235 0 475 1 000 1 200 3 5 3 15 0 223 2 235 0 475 2 703 2 50 400 1 0 42 0 223 45 650 0 475 1 000 2 200 3 5 42 0 223 45 650 0 475 1 034 I 1 50 1 5 15 3 0 223 2 102 0 475 2 433 1 200 3 0 3 0 223 2 102 0 475 2 368 2 50 1 5 15 40 0 223 43 240 0 475 1 031 2 200 3 0 40 0 223 43 240 0 475 1 030 MSettle models the effect of vertical drainage by automatically adding a water load Therefore a second check has been made in benchmark 4 10 by performing MSettle calculations without vertical drainage but using water loads in the Water Loads window with the average hydraulic head distribution given in Table 22 30 VERIFICATION 383 MSettle result Table 22 31 Results of benchmark 3 11 for sand wall Settlements Case Time Spreadsheet m MSettle m Relative error 9o days Vert 1 Vert 2 File Vert 1
144. 73 7 73 0 773 7 5 411 5 419 23 419 23 7 5 7 73 7 73 7 73 7 73 0 773 8 420 5 426 90 426 90 8 6 40 6 40 6 40 6 40 0 640 8 310 5 426 90 426 90 3 116 40 116 40 6 40 6 40 0 640 10 415 5 450 5 450 5 6 5 35 35 0 0 0 9 MSettle results bm3 5c and bm3 5d MSettle result MSettle results are found using the View Data option in the Depth History window of the Results menu Comparison with the spreadsheet results gives exactly the same results as in Table 22 9 for case 1 and Table 22 10 and Table 22 11 for case 2 as illustrated by Figure 22 9 and Figure 22 10 Pore pressure kPa Total stress kPa Effective stress kPa 0 20 40 60 80 100 120 o 100 200 300 400 500 0 100 200 300 400 500 Initialstate Final state Thitial state Final state Initial state Final state o Cr o Y 0 1 Spreadsheet o MSettle Darcy bm3 5a 1 MSettle Terzaghi bm3 5b t Ground surface Phreatic line j N N CR 4 4 z i 2 i 6 6 hi 6 1 p 8 8 8 1 4 4 P d PT EN 10 10 10 Figure 22 9 Case 1 Initial and final stresses distributions Comparison between MSettle and the spreadsheet results 364 MSETTLE USER MANUAL Pore pressure kPa Total stress kPa Effective stress kPa 0 50 100 0 100 200 300 400 500 0 100 200 300 400 500 0 B 0 Initial state i Final state 0 Spreadsheet Darcy i Spreadsheet Terzaghi o M
145. 8 9 3 2 Create a new geometry using a wizard e Import 8 9 3 3 Import a settled geometry file in the M Series exchange format e Import from database 9 3 4 Import a geometry from an MGeobase database e Export 8 9 3 5 Save a geometry file for exchange with other MSeries programs e Export as Plaxis Dos 8 9 3 6 Save a geometry file in a different format e Limits 8 9 3 7 Set the range of the horizontal co ordinates e Points 8 9 3 8 Add or manipulate points e Import PL line 8 9 3 9 Import piezometric level lines from an existing MPL file e PL lines 9 3 10 Add or manipulate piezometric level lines e Phreatic line 8 9 3 11 Define phreatic level lines e Layers 8 9 3 12 Define or modify layer boundaries and corresponding soil types 186 MSETTLE USER MANUAL e PL lines per layer 8 9 3 13 Select the piezometric level line at the bottom and top of each layer e Check geometry 8 9 3 14 Check the validity of the geometry 9 3 1 New Select this option to display the View Input window Geometry tab showing only the geometry limits with their default values of the geometry It is possible to now start modelling the geometry However it is possible to create a new geometry faster and easier using the Geometry Wizard This wizard involves a step by step process for creating a geometry 9 3 2 New Wizard To use the geometry wizard open the Geometry menu and choose New Wizard This op
146. 82 6 91 32 88 14 33 60 8 04 10 28 8 74 21 79 8 01 70 10 22 11 55 10 58 11 52 3 40 80 12 42 12 66 12 41 1 90 0 08 Time days 0 1 1 10 100 0 MSettle bm4 7a NEN Koppejan 0 001 F MSettle bm4 7b Isotache MSettle bm4 7c NEN Bjerrum 0 002 E 5 v B 0 003 v n 0 004 0 005 0 006 VERIFICATION 411 Time days 0 10 20 30 40 50 60 70 80 0 T T T T T T T 0 002 0 004 E 0 006 v 5 T amp 0 008 0 01 MSettle bm4 7d NEN Koppejan 0 012 r MSettle bm4 7e Isotache MsSettle bm4 7f NEN Bjerrum 256 0 014 Figure 23 6 Comparison of the settlement curve for the three models Use MSettle input files bm4 7a sli to bm4 7f sli to run this benchmark 412 MSETTLE USER MANUAL 23 8 Settlement curve during consolidation process with vertical drainage Comparison between Darcy and Terzaghi models Description Settlements calculated by MSettle during the Darcy Cv and Terzaghi consolidation processes with vertical drainage are compared in this benchmark using the NEN Bjerrum model and a coefficient of consolidation of C 2 x 10 m s A clay layer is pre loaded with Opre toad 1000 kPa and loaded with a uniform load of Oaa 200 kPa The piezometric level is at the surface level Terzaghi and Darcy consolidation models don t model the hydraulic head distribution along vertical drains in the same way for Terzaghi model the effect of vertic
147. 84 61 145 16 239 166 663 47 893 118 770 8 75 92 631 70 866 21 765 176482 52 926 123 557 9 75 108 631 81 067 27 564 186 815 58 320 128 496 Figure 11 2 Report window Stresses per vertical Terzaghi The following is an explanation of the column headings Depth m Depth of the point Y co ordinate Initial Stress S total kN m Initial total stress S water kN m Initial water pressure hydrostatic and excess overpressure and underpressure S eff kN m Initial effective stress Final Stress S total kN m Final total stress S water kN m Final water pressure S eff kN m Final effective stress 232 MSETTLE USER MANUAL 11 2 2 Settlements per vertical NEN Koppejan with Terzaghi In case of NEN Koppejan calculation model combined with Terzaghi consolidation model two tables are printed for each selected vertical as shown in Figure 11 3 Settlement b Sp Settlement a Sp number Primary Secondary Primary Secondary Primary Secondary 10 days 10 days Im im Im Im Im 4m 6 0 0301 0 0009 0 0752 0 0154 0 3303 0 0674 5 00380 0 0024 0 0069 0 0197 0 3643 0 1529 4 00210 0 0012 sog Sons 0 1995 0 0754 3 0 0180 0 0012 0 0194 0 0081 0 0995 0 0418 2 0 0000 0 0000 0 0000 0 0000 0 0076 0 0000 1 0 0000 0
148. 92 MSETTLE USER MANUAL A limit is a vertical boundary defining the end at either the left or right side of the geometry It is defined by an X co ordinate only NOTE A limit is the only type of element that cannot be deleted The values entered here are ignored if they resulted in an invalid geometry 9 3 8 Points Use this option to add or edit points that can be used as part of layer boundaries or PL lines x EN Co ordinate Y Co ordinate z Im Im Je pli 0 000 2 000 z 2 75 000 2 000 3 0 000 0 000 Tia 22 000 0 000 5 34 500 5 000 2 40 500 5 000 ry nz 53 000 0 000 TEES 75 000 0 000 3 0 000 1 000 10 75 000 1 000 Cancel Help Figure 9 24 Points window A point is a basic geometry element defined by its co ordinates Since the geometry is restricted to two dimensions it allows defining an X and Y co ordinate only NOTE When a point is to be deleted MSettle will check whether the point is used as part of a PL line or layer boundary If so a message will be displayed c x Atleast one of the selected points is used in a boundary Pl Line line 7 Deleting such point s might result in deletion of the boundaries Pl Lines line using such point s Continue this operation No Figure 9 25 Confirm window for deleting used points When Yes is clicked all layer boundaries and or PL lines using the point will also be deleted Every change m
149. 9o Pc Constant Constant 16 60 bm3 7a 16 60 0 00 Correction t 0 16 60 bm3 7b 16 60 0 00 Corr every step 12 29 bm3 7c 12 29 0 00 Variable Constant 16 85 bm3 7d 16 85 0 00 parallel to Correction t 0 16 85 bm3 7e 16 85 0 00 effective stress Corr every step 12 42 bm3 7f 12 42 0 00 OCR Constant Constant 14 50 bm3 7g 14 50 0 00 Correction t 0 14 50 bm3 7h 14 50 0 00 Corr every step 11 24 bm3 7i 11 24 0 00 Variable Constant 14 50 bm3 7j 14 50 0 00 parallel to Correction t 0 14 50 bm3 7k 14 50 0 00 effective stress Corr every step 11 24 bm3 7l 11 24 0 00 POP Constant Constant 11 55 bm3 7m 11 55 0 00 Correction t 0 11 55 bm3 7n 11 55 0 00 Corr every step 9 75 bm3 70 9 75 0 00 Variable Constant 11 55 bm3 7p 11 55 0 00 parallel to Correction t 0 11 55 bm3 7q 11 55 0 00 effective stress Corr every step 9 75 bm3 71 9 75 0 00 Table 22 15 Results of benchmark 3 7 Initial pre consolidation pressure distribution for different pre consolidation types Type Type within the Depth Benchmark MSettle Error layer m NAP kPa File kPa 96 Pc Constant 0 025 8 00 bm3 7atoc 8 00 0 00 0 075 13 10 13 10 0 00 Variable 0 025 7 70 bm3 7dtof 7 70 0 00 0 075 13 10 13 10 0 00 OCR Constant 0 025 9 24 bm3 7gtol 9 24 0 00 0 075 15 72 15 72 0 00 POP Constant 0 025 12 70 bm3 7m tor 12 70 0 00 0 075 18 10 18 10 0 00 VERIFICATION 367 Time days 0 1 2 3 4 5 6 7 8 0 0 002 0 004 wow 0 006 E z 0 008 H
150. AL Table 22 23 Results of benchmark 3 10 for sand wall Hydraulic head distribution Case Time Depth Spreadsheet m MSettle m Relative error days m Vert 1 Vert 2 Vert 1 Vert 2 Vert 1 Vert 2 A 1000 4 4 00 0 56 4 00 0 55 0 00 1 82 8 7 77 1 57 7 77 1 56 0 00 0 64 12 8 00 1 65 8 00 1 65 0 00 0 00 16 7 87 0 73 7 87 0 73 0 00 0 00 B 300 and 4 4 00 0 46 4 00 0 45 0 00 2 22 1000 8 6 97 1 36 6 97 1 36 0 00 0 00 12 7 00 1 41 7 00 1 40 0 00 0 71 16 6 88 0 56 6 88 0 56 0 00 0 00 600 4 6 55 0 96 6 55 0 95 0 00 1 05 8 8 88 2 04 8 87 2 03 0 11 0 49 12 8 88 2 04 8 88 2 04 0 00 0 00 16 8 74 0 96 8 74 0 96 0 00 0 00 C 400 4 6 55 1 29 6 55 1 28 0 00 0 78 8 10 55 2 75 10 55 2 74 0 00 0 36 12 12 97 2 97 12 97 2 96 0 00 0 34 16 12 78 1 61 12 78 1 61 0 00 0 00 1000 4 5 53 1 13 5 53 1 11 0 00 1 80 8 9 53 2 56 9 53 2 55 0 00 0 39 12 13 28 2 87 13 27 2 87 0 08 0 00 16 13 28 1 59 13 28 1 59 0 00 0 00 Table 22 24 Results of benchmark 3 10 for column drain Hydraulic head distribution Cas Time Depth Spreadsheet m X MSettle m Relative error e days m Vert 1 Vert 2 Vert 1 Vert 2 Vert 1 Vert 2 1000 All 1 00 1 00 1 00 1 00 0 00 0 00 E 300 1000 All 1 00 1 00 1 00 1 00 0 00 0 00 600 4 5 30 0 75 5 29 0
151. ANUAL Foe GRP BP B Damien SF FucSetlement sir Yerical f 2 om Dehn STEN Vertical 1 X 0 000 m Z 0 000 m Degth 5 000 rl Method isclache with Darcy Neural strain Seitiemerd afier 10000 days 1 854 n Figure 6 18 Time History window for vertical 1 Tutorial 4a 6 5 Method 2 for ground improvement The second method models the sand foundation as an initial layer and uses an additional load to add the additional weight Therefore a new Sand layer must be introduced in the project 6 5 1 Defining the Sand layer 70 Click Save As in the file menu and save this tutorial as lt Tutorial 4b gt 71 Click Save 72 Select Material in the Soil menu to open the Material window 73 Select the Sand material 74 In the Consolidation and unit weight tab mark the Drained checkbox as indicated in Table 6 1 for Sand but for the weight enter the same unit weights below and above the phreatic level as the Peat layer i e lt 15 gt 75 In the Compression tab enter the soil properties as indicated in Table 6 1 for Sand 76 Click OK 77 On the menu bar click Geometry and then choose Layers 78 In the Layers window that appears click the Add button to create boundary number 2 79 Enter points number 1 2 5 and 6 in the Point number column at the right of the window 80 In the Materials tab of the Layers window assign the Sand material to Layer number 2 using the Bl butt
152. Ahri 4 36 UA RR og 1 09 X60 Gy where zs C 146p C Reloading swelling index below preconsolidation pressure Ahpi Primary settlement contribution of a layer m ho Initial layer thickness m eo Initial void ratio e Ifthe vertical effective stress after loading is larger than the preconsolidation pressure op the primary settlement according to the idealized behaviour can be calculated from Ahi 37 prim RR log 7 CR log Z o o ho Oo Op where C 14 eg c 297 298 MSETTLE USER MANUAL Ce Compression index above preconsolidation pressure e If the vertical effective stress after loading is larger than the preconsolidation pressure op the secondary settlement according to the idealized behaviour can be calculated from 38 Be C v E O lt o ho To where Cy Coefficient of secondary compression above preconsolidation pressure 16 1 2 NEN Bjerrum Mathematical Formulation A full description of the mathematical formulation of the NEN Bjerrum model can directly be derived from the a b c Isotache description 8 16 2 by application of the following small strain limits If s e small strains then RR C a gt In 10 14e B9 b gt R tn 10 1 Ca in 10 The basic ingredients of the formulation are summarized below e Strain decomposition The total strain consists of a direct elastic contribution and a transient viscous contribution
153. ENCE 263 Y Before After Figure 12 16 Example of deletion of a point When a geometry point a point used in a boundary or PL line is selected and deleted the program deletes the point and its connected boundary lines as shown in Figure 12 17 It then inserts a new boundary that reconnects the remaining boundary lines to a new boundary Before After Figure 12 17 Example of deletion of a geometry point Deletion of a geometry element boundary boundary line geometry point PL line can result in automatic regeneration of a new valid geometry if the Automatic regeneration option is switched on When a line is selected and then deleted the line and its connecting points are deleted as shown in Figure 12 18 In addition the layer just beneath that boundary is deleted All other line parts that are not part of other boundaries will be converted to construction lines Before After Figure 12 18 Example of deletion of a line 12 5 3 Using the right hand mouse button When using the mouse to make geometrical manipulations the right mouse button enables full functionality in a pop up menu while the left button implies the default choice The options available in the pop up menu depend on the selected geometrical element and the active mode 264 MSETTLE USER MANUAL When the Select mode is active and the right hand mouse button is clicked the pop up menu of Figure 12 19 is displayed Fig
154. EREEE EE EE SERE ERE ERE ERE Ros p e Cea ees ERE 40 24 1 Keyboard IT CM M 40 2 4 2 Exporting figures and reports eeeeeeeseseeeeeseeeeeeeee eee 40 2 43 Copying part of a table 1iseeee eee teen eto en eto te e eto eot et esee i etia e eio eta pea uai 40 2 4 4 Continuous display of the results in time or depth 41 TUTORIAL 43 3 TUTORIAL 1 BUILDING SITE PREPARATION 45 3 1 IntrOd etiOD oii es eee eS E EN Sea evan o beh cese eor a cub n ee eee YR Sa RUNE Nea Xe rele E 45 6 MSETTLE USER MANUAL 3 2 Projet o ceases eacveccucecens cuss tens cailuvessdesececesuys veevacunecssausteescecoeversuveceeucuseceey 3 2 1 Create New Project 3 2 2 Project PrOperties oic deo eee eee terrre er eoe veo re eget eoo eo Pes euer e Ee ARENS Ea OSAN 3 3 Geometry 3 3 1 Layer boundaries 3 3 2 Piezometric lines 3 3 3 Phreatic Line 3 3 4 PL lines per Layer 3 4 So typesand properties 5 2 asda davies e ea ER teta v sb ee ate De seva va ve eae V ae age eo 3 5 3 6 3 7 3 8 Calculation 3 8 1 Calculation Options 3 8 2 Calculation Times o eret e eee er eere Yo e no n ao eo nno ev a e ero v ene aee aos n ev or o 3 8 3 Start Calculation 3 9 Results Dasic WEE PD RR EX ME Mime HISCOLY PEE 3 9 2 Depth History 3 9 3 Residual Settlement 3 10 Influence OF SUDMELGING P D aE 3 11 Comparison of cons
155. ETTLE USER MANUAL including the construction of the working floor is now 940 days and the residual settlements from 1000 days may not exceed 0 15 m The shape of the loading must also be adapted to fit with the actual loading stages The 14 stages with their application time and geometry are given in Figure 5 1 The exact co ordinates of each loading stage are given in Table 5 1 Y 10 44 m 715 days 115 days 144 days 162 days 169 days 176 days 190 days 225 days 240 days 246 days 288 days 379 days 512 days Q7 940 days Y 1 83 m X 0m 35 50 67 X 103m Figure 5 1 Actual loading stages for Tutorial 3 Table 5 1 Co ordinates of the different loading stages Tutorial 3 Load Time Y co ordinate m at name days X 0 X 35 X 250 X 67 X 103 15 days 15 1 9 0 7 0 66 0 63 1 83 115 days 115 1 9 0 4 0 36 0 63 1 83 144 days 144 1 9 0 6 0 64 0 67 1 83 162 days 162 1 9 0 6 0 64 1 37 1 83 169 days 169 1 9 0 6 2 14 2 27 1 83 176 days 176 1 9 2 1 2 14 2 27 1 83 190 days 190 1 9 3 7 3 64 2 27 1 83 225 days 225 1 9 5 6 5 44 5 47 1 83 240 days 240 1 9 5 6 5 44 7 17 1 83 246 days 246 1 9 7 1 7 14 7 17 1 83 288 days 288 1 9 8 5 8 44 8 47 1 83 379 days 379 1 9 10 5 10 44 10 37 1 83 512 days 512 1 9 10 1 10 14 10 37 1 83 940 da
156. Eve eV HERE vu e dented 131 6 45 Results of Method 15 in s RE EEREE ERR IS ELEC MERE FERRE EST 131 6 5 Method 2 for ground improvement eeeeeeeeeeeeeeeeee eene nennen 132 6 5 1 Defining the Sand layer cesses nennen 132 6 5 2 Modelling the soil improvement eeeeeeeeeeeeeeeeeeeeeeene nennen 133 6 5 3 Results of Method 2 aeree Eee eee EE FREE EFE ER AER ETE N EFE ERN EON 134 6 6 Comparison of both ground improvement methods eeeesssessss 136 Gol GONCIUSION 6 EE E E E E E E E E 138 TUTORIAL 5 ENFORCED DEWATERING BY SAND SCREENS IFCO 139 Jb SIntroQUCtlOTG s dios ciet Aa A etter NER NS EX EN A AAA 140 7 1 1 Excavation and loading stages 140 74 2 Su bsoilcharacterizatlon eee ee ene conten eene eh eon ee en ee tsp e kae eria tiep o 141 7 1 3 Drainage using sand screens and dewatering eeeesesessses 142 7 25 Projectes siere REX ENS EE EXE KHEN AERE ERIS ER NEES STE cans saaxecusneas NSE 143 7 2 1 Importing an existing geometry eese nne 143 7 2 2 Model 7 3 Soil materials 7 3 1 Importing material properties from an MGeobase database 144 7 3 2 Layers ss eiii rn ERE LIRE CR SRI SN LER ETUR Ke RENCAERUE NE EE VENE CM EQ Aa CER V EDEN 146 TA Piezometric Level M M 147 TAA Phreatic PT RR M 147 71 4 2 PL lmes per Layer eene en eee eto ee
157. Figure 23 9 Position of the loads at final state compare to the phreatic line for different cases MSettle results with Submerging ON Settlements calculated by MSettle with the Submerging option are the same as benchmark 3 4 22 4 and are given in Table 23 21 MSettle results with Submerging OFF and adapted loads Final settlements calculated by MSettle using those adapted loads are given in Table 23 21 VERIFICATION 419 Table 23 22 Results of benchmark 4 11 Settlements Case Time MSettle with MSettle with adapted Relative Submerging loads error days File m File m 1 100 0 166 0 166 0 00 2000 bm3 4a 0 453 bm4 11a 0 453 0 00 10000 0 423 0 424 0 24 2 100 0 166 0 166 0 00 2000 bm3 4b 0 453 bm4 11b 0 453 0 00 10000 0 423 0 424 0 24 3 100 0 661 0 661 0 00 2000 bm3 4c 1 093 bm4 11c 1 093 0 00 10000 1 265 1 265 0 00 4 100 0 486 0 486 0 00 2000 bm3 4e 0 676 bm4 11d 0 676 0 00 10000 0 709 0 709 0 00 Use MSettle input files bm4 11a sli to bm4 11d sli to run this benchmark 23 12 Effect of the creep rate reference time on the simulation of a short term oedometer test Description MSettle uses a minimum time step of 1 day by default To simulate a short term oedometer test with typical loading stages of just 1 day a smaller unit of time can be applied by increasing the Creep rate reference time in the Calculation Options window 8 10 1 1 In this benchmark a value of 24
158. Figure 3 20 This numerical data can also be copied for usage in for example spreadsheets The predicted residual settlement between 600 days and 10000 days is 0 343 0 257 0 086 m 58 MSETTLE USER MANUAL Effeclivestress Settlement Time days 444 98 508 55 588 61 689 42 816 36 976 20 1177 48 1430 83 1750 08 2151 97 2658 03 3295 26 4097 68 5108 09 6380 42 7982 56 10000 00 JAAR RERE Figure 3 18 Chart Data window Surface settlement versus Time 51 Click the Excess hydraulic head icon w and change the Depth to lt 3 5 m gt The excess head at the centre of the layer Clay Organic reduces quite quickly in time during the first stage of loading as the Darcy model automatically uses a smaller effective consolidation coefficient below the preconsolidation stress compared to the input value for virgin loading The effect of unloading on the excess head is clearly visible Fom OO PRP R F Osmin S M FxSentanertAse Vei E om Deis E E R 2 20 ILI a om 1 LI woo meo Time ays ow om gom Vertice 1 OX 0000 m Z 0000 m Depth 3 500 ja Method NEN Bjerrum with Darcy Settiement ater 10000 dwys 0 100 jn Figure 3 19 Time History window Excess hydraulic head at depth 3 5 m 52 Try selecting different stress components at different depths The development of effective stress in the drained sand layer for exa
159. Figure 4 8 Time History window Natural consolidation Excess head vs Time in vertical 4 at RL 4 875m Tutorial 2a TUTORIAL 77 14 Finally view the greenfield settlement in vertical 1 by selecting Vertical number lt 1 gt Figure 4 9 approximately 0 08m in 10000 days Greenfield settlements are part of the isotache concept NEN Bjerrum and a b c and depend on the coefficient of secondary settlement and the initial equivalent age Dm Siga Pen G G PRP P Formin S 6 FSetemeihe Ves T Sj mm Dee 1300 Vertice 1 X 25 000 m Z 0000 m Depth 1 900 m Method NEN Bjerrum with Darcy Settemeri offer 10000 derrs 0076 n Figure 4 9 Time History window Greenfield settlement in vertical 1 Tutorial 2a 4 3 Acceleration of the consolidation process by means of vertical drains Tutorial 2b As shown in Figure 4 8 drainage is required to speed up the consolidation process 4 3 1 Vertical Drains 15 Open the Save As window and save the current project as lt Tutorial 2b gt 16 Open the Model window from the Project menu and select Vertical drains Click OK to confirm 78 MSETTLE USER MANUAL x Dimension Options C 1D 2D I Vertical drains Reliability analysis JT Fit for settlement plate Horizontal displacements Calculation model NEN Bjerrum Cr Cc Ca sotache natural strain a b c C NEN Koppejan Cp Cs P Natural strain Consolidation model Terzaghi
160. Fit window that opens Figure 5 11 Figure 5 11 Time History Fit window Initial prediction versus measurement imperfection 0 19 m Tutorial 3b TUTORIAL 113 In the Materials tab of the Fit for Settlement Plate window MSettle also displays a so called Imperfection value of 0 22 m Figure 5 12 This is the root mean square deviation between prediction and settlement Soil model NEN Bjerrum Consolidation model Darcy Eit Fit results Coefficient of determination 0 000 Imperfection 0 22 m Ratio primary secondary settlement 80 20 Iteration Figure 5 12 Fit for Settlement Plate window Materials tab Details of the Fit Results Tutorial 3b MSettle uses fit factors to multiply the following five soil parameters and ratio s for all layers or for user selected layers e Cv or kv consolidation e OCR or POP preconsolidation e CR primary virgin compressibility e ratio RR CR reloading compressibility relative to primary virgin compressibility e ratio Ca CR secondary compressibility relative to primary virgin compressibility It is possible to manually modify those single fit factors and see the effect on the total and residual settlements For instance 18 Set the multiplication factor on CR to lt 0 95 gt and click Show Current to view the prediction versus the measurement Now an automatic iterative modification of the fit factors is performed 19 Reset all fit factor
161. L 145 8 Mark the Use MGeobase database checkbox and click the Browse button to specify the location of the MGeobase database with material data 9 Inthe Open project database window displayed select the MDB file named lt Tutorial 5 mdb gt located in the Examples folder where the MSettle program was installed 10 Click Open and then OK Program Options xi View General Directories Language Modules Working directory D MSettle E IV Use MGeobase database MGeobase database C Program Files GeoD elft MSettle Projects Exampl mi Figure 7 7 Program Options window Directories tab The soil properties of each material given in Table 7 1 can now be imported from this MGeobase file 11 Open the Materials window from the Geometry menu and select the Database tab 12 Select Pleistocene in the material list of the Database tab and click the I button to import this soil type with associated properties in the material list of the Materials window Figure 7 8 13 Repeat it for the 7 other materials 14 In the Parameters tab check that the imported properties are the same as in Table 7 1 15 Click OK 146 MSETTLE USER MANUAL Figure 7 8 Materials window Database tab 7 3 2 Layers To assign each material to a layer 16 Select the Materials tab of the Layers window 17 First select Pleistocene in the Available materials sub window at the left and in the Layers sub window at the
162. MSettle Version 8 EMBANKMENT DESIGN AND SOIL SETTLEMENT PREDICTION Embankment Design and Soil Settlement Prediction MSettle Version 8 2 Embankment Design and Soil Settlement Prediction Edited by M A T Visschedijk Deltares the Netherlands V Trompille Deltares the Netherlands With the co operation of H Best E J den Haan J B Sellmeijer E van Zantvoort Deltares Enabling Delta Life Zz Deltares Delft the Netherlands 2009 Trademark Copyright MSettle Version 8 Deltares Rotterdamseweg 185 2629 HD Delft Netherlands E mail info deltares nl Internet site http www deltares nl This manual may not be reproduced in whole or in part by photo copy or print or any other means without written permission from GeoDelft ISBN EAN 978 90 810136 4 2 Photo s by BeeldbankVenW nl Rijkswaterstaat 9 2009 Deltares Printed in the Netherlands TABLE OF CONTENTS INTRODUCTION 15 1 GENERAL INFORMATION 17 DEM T GU ces seccscsccssscceeacescagsiacccagsdsadcageicescaqaedesceeataaccenaccadcagsiagdcagsadadceeadeasveneess 1 2 Features in standard module S EE iEn EEUU P MIU M 1 2 3 Models ies ne ir ERR tenentis Eie E ERR EVER REER EVER ERR EVER ERE EYE e ELE SEE 1 24 Results eee 1 3 Features in additional modules 1 3 1 Fits on settlement plate measurements eeeeeeeeeeeeeeee eene 20 1 3 2 Reliability analysis iiscese
163. Reliability window 11 13 Residual Settlements Reliability This option is available only if a reliability analysis with the FORM or Monte Carlo method was performed 8 10 4 2 The Residual Settlements Reliability window will contain a graph of the mean value and the bandwidth of the residual settlement together with a graph of the reliability index or the probability of failure P MSettle presents these values for residual settlements starting from different time points These different points were defined in the Calculation Times window 8 10 2 248 MSETTLE USER MANUAL Figure 11 22 Residual Settlement Reliability window NOTE Click the right hand mouse button in the Residual Settlement Reliability graph and select the View Data option to view all chart data for convenient export to spread sheets 12 Graphical Geometry Input This chapter explains how to define the soil layers in a two dimensional cross section by drawing using the shared M Series options for geometry modelling e 8 12 1 introduces the basic geometrical elements that can be used e 8 12 2 lists the restrictions and assumptions that the program imposes during geometry creation e 8 12 3 gives an overview of the functionality of the View Input window e 8 12 4 describes the creation and 8 12 5 describes the manipulation of general graphical geometry using the View Input window Besides graphical input the geometry can also be im
164. S MSettle NEN Bjerrum with Darcy Cv bm3 8f 0 004 E E 0 005 a 0 006 0 007 0 008 0 009 Figure 22 12 Benchmark 3 8 Comparison between MSettle and the spreadsheet Dissipation settlement curves Time days 100 20 40 60 80 100 120 Spreadsheet Terzaghi MSettle Terzaghi bm3 8a bm3 8b bm3 8c MSettle Darcy with Cv NEN Koppejan bm3 8d MSettle Darcy with Cv Isotache bm3 8e MSettle Darcy with Cv NEN Bjerrum bm3 8f Figure 22 13 Benchmark 3 8 Comparison between MSettle and the spreadsheet dissipation curves Use MSettle input files bm3 8a sli to bm3 8f sli to run this benchmark 370 MSETTLE USER MANUAL 22 9 Hydraulic head during Darcy consolidation process Description This benchmark tests the Darcy consolidation model for Isotache and NEN Koppejan soil models by calculating the excess pore pressure variation of a clay layer height H 20 m during its consolidation The layer is first loaded with an initial load of Oinitia 1000 kPa and then with a uniform load of o 100 kPa The initial hydraulic head distribution is constant along the layer with 10 m For the storage three kinds of inputs are tested e a consolidation coefficient C 0 0002 m s e a constant permeability ky 0 001 m day e a strain dependent permeability with an initial permeability of kyo 0 001 m day and permeability strai
165. S y L wo wwo Vertesi t X 50000 m Z 0 000 m Method NEN Bjerrum wth Darcy Monte Cario J Figure 11 20 Time History Reliability window See 8 11 5 for a description of the options that are shared with the regular Time History window NOTE Click the right hand mouse button in the Time History Reliability gxaph and select the View Data option to view all chart data for convenient export to spread sheets 11 12 Influencing Factors Reliability This option is available only if a reliability analysis with the F0SM or FORM method was performed 8 10 4 2 The Influencing Factors Reliability window contains a diagram showing the relative sensitivity of the total settlement to variations of uncertain parameters Different diagrams are available for all the different times that were defined in the Calculation Times window 8 10 2 REFERENCE 247 Use the arrow down key to scroll between the available time points in the Time list at the top of the Influencing factors window A reliability analysis with the FORM method will yield a similar diagram with influencing factors for residual settlements Different diagrams are available for residual settlements starting from different time points These points were defined in the Calculation Times window You can scroll between the available time points in the Time list at the top of the Influencing factors window Figure 11 21 Influencing Factors
166. See Soil menu 8 9 2 for a detailed description of this window 3 5 Layers 30 Choose Layers from the Geometry menu to open the Layers window 31 Click the Materials tab and attach the added soil types to the previously generated layers using the gt button lt Clay Sandy gt to layer lt 4 gt and lt 2 gt lt Clay Organic to layer lt 3 gt and Sand to layer lt 1 gt 32 Click OK to confirm TUTORIAL 53 Figure 3 10 Layers window Materials tab See Layers 8 9 3 12 for a detailed description of this window 3 6 Loads The self weight of the added sand layer is modeled as a non uniform load 33 From the Loads menu choose Non Uniform Loads to open the input window 34 In the Load name sub window click Add and rename the new load to Sand layer Enter the values for the first load as displayed in Figure 3 11 35 Repeat this for the second load named Temporary load Note that the temporary effect of this load is modeled by input of an End time Also note that the second load starts from the defined position of the first load 36 Click OK to confirm Figure 3 11 Non Uniform Loads window 54 MsETTLE USER MANUAL The defined loads are depicted in the Input tab of the View Input window Figure 3 12 The sequence of loading can be viewed by clicking the arrows in the Stage panel Figure 3 12 View Input window Input tab See Non Uniform Loads 8 9 6 1 for a detailed descripti
167. Select and Edit mode Add point s to boundary PL line Click this button to add points to all types of lines e g polylines boundary lines PL lines By adding a point to a line the existing line is split into two new lines This provides more freedom when modifying the geometry Add single line s Click this button to add single lines When this button is selected the first left hand mouse click will add the info bar of the new line and a rubber band is displayed when the mouse is moved The second left hand mouse click defines the end point and thus the final position of the line It is now possible to either go on clicking start and end points to define lines or stop adding lines by selecting one of the other tool buttons or by clicking the right hand mouse button or by pressing the Escape key Add polyline s Click this button to add polylines When this button is selected the first left hand mouse click adds the starting point of the new line and a rubber band is displayed when the mouse is moved A second left hand mouse click defines the end point and thus the final position of the first line in the polyline and activates the rubber band for the second line in the polyline Every subsequent left hand mouse click again defines a new end point of the next line in the polyline It is possible to end a polyline by selecting one of the other tool buttons or by clicking the right hand mouse button or by pressing the Escap
168. Settle Darcy bm3 5c MSettle Terzaghi bm3 5d ar P Ground surface Phreatic line t Initial state Final state Depth m Initial sta Final state 10 10 10 Figure 22 10 Case 2 Initial and final stresses distributions Comparison between MSettle and the spreadsheet results Use MSettle input files bm3 5a sli to bm3 5d sli to run this benchmark 22 6 Effect of water load Description This benchmark checks the stresses and settlements distributions of a multi layered system for both consolidation model The inputs are the same as benchmark 3 5b 8 22 5 except that two water loads are added respectively after 10 and 100 days Benchmark The same formulas as benchmark 3 5b 8 22 5 are used except that the piezometric levels from the water loads are used for the stresses calculation at 10 and 100 days Calculations are performed in a Excel spreadsheet and lead to the results given in Table 22 12 MSettle result Table 22 12 Results for benchmark 3 6 Settlements vs Depth for different times y Spreadsheet MSettle Error Time 10 100 10000 10 100 10000 10 100 10000 m m m m m m m m m m 0 5 2 336 2 625 2 595 2 336 2 625 2 595 0 00 0 00 0 00 0 2 184 2 459 2 430 2 184 2 459 2 430 0 00 0 00 0 00 1 1 914 2 166 2 138 1 914 2 166 2 138 0 00 0 00 0 00 2 1 680 1 919 1 894 1 680 1 919 1 894 0 00 0 00 0 00 5 0 970 1 114 1 095 0 970 1 114 1 095 0 00 0 00
169. Settlements acc to NEN Bjerrum model during loading and un re loading steps drained layer 2 ee ep RD RII duesoneseeavesatestigsvcuavosogee 354 22 4 Settlements using submerging option eee 355 22 5 Initial and final stresses distribution of a multi layered system 360 22 0 Effect of water load eieeeee nne tenero iria ono tor R eet YE FE Ie ERE XE Y Ex aa EXE Duas 364 22 7 NEN Koppejan settlements using different types of pre consolidation pressure within the layer and in time sssseeeeeeeeeeeeeeeeee nennen nennen eene 365 22 8 Settlements and dissipations during Terzaghi consolidation process loading un reloading SEEPS REC 367 22 9 Hydraulic head during Darcy consolidation process cesseeeeeeeeeeeeeeeeeeeeeeeee 370 22 10 Hydraulic head distribution in stationary phase using vertical drainage Darcy woo ihku m 372 22 11 Settlements during the Terzaghi consolidation process with vertical drainage 378 22 12 Dissipations for coupling with MStab cesses 386 22 13 Effect of the stress distribution simulated inside non uniform loads 391 22 14 Effect of the dispersion conditions at layer boundaries Terzaghi consolidation 392 22 15 Reliability analysis using FOSM method eese 394 23 BENCHMARKS GENERATED BY MSETTLE 397 23 1 Settlements curve during consolidation process Comparison betwe
170. Settlements deduced from linear strain are equal to s t H e t MSettle result The settlements calculated by MSettle are exported to the spread sheet using the View Data option in Time History window for comparison The settlements after 3 and 8 days are given in Table 22 4 Table 22 4 Results of benchmark 3 3 Settlements acc to NEN Bjerrum model for different cases Case Model Type Time Benchmark MsSettle Error days mm File mm 96 A Terzaghi Pc 3 0 18 0 18 0 00 bm3 3a 8 1 55 1 55 0 00 B POP 3 0 60 0 60 0 00 bm3 3b 8 4 32 4 32 0 00 C OCR 3 2 45 2 46 0 41 bm3 3c 8 4 23 4 24 0 24 D Eq 3 5 47 5 48 0 18 bm3 3e age 8 9 29 9 31 0 21 E Darc Pc 3 0 18 0 18 0 00 bm3 3f 8 1 55 1 55 0 00 F POP 3 0 60 0 60 0 00 bm3 3g 8 4 32 4 32 0 00 G OCR 3 2 45 2 46 0 41 bm3 3h 8 4 23 4 24 0 24 H Eq 3 5 47 5 48 0 18 bm3 3j age 8 9 29 9 31 0 21 Use MSettle input files bm3 3a sli till bm3 3h to run this benchmark 22 4 Settlements using submerging option Description The submerging modeling in MSettle depends on the consolidation model e For Terzaghi consolidation model and for the combination Darcy NEN Koppejan MSettle determines the submerged weight of non uniform loads only on the basis of final settlements for all load columns 8 13 7 1 355 356 MSETTLE USER MANUAL e For Darcy consolidation in combination
171. TION Tutorial Embankment Design and Soil Settlement Prediction 44 MsETTLE USER MANUAL Tutorial 1 Building site preparation This first tutorial illustrates the execution of a simple settlement analysis with loading and partial unloading The NEN Bjerrum soil model is used in combination with two different consolidation models The objectives of this exercise are e to learn how to define layers and their properties an initial hydraulic pore pressure distribution non uniform loads e to learn how to determine the total and residual settlement of consolidating soft soil by loading and partial unloading e to illustrate the behaviour of the NEN Bjerrum isotache model for loading and unloading e to illustrate the differences between the Darcy and Terzaghi consolidation model For this example the following MSettle modules are needed e MSettle 1D model with Terzaghi e 2D geometry model e Darcy consolidation model This tutorial is presented in the files Tutorial 1a sli to Tutorial 1e sli 3 1 Introduction A soft soil site has to be prepared for further residential construction activities by adding a sand layer on top with a height of 1 meter The subsoil consists of approximately 6 meters of overconsolidated clay on stiff sand The available time for 46 MSETTLE USER MANUAL the construction preparation stage is 200 days The construction activities thereafter will take 400 additional days
172. The Select mode is the default mode and enables the user to select existing elements in the window Add The Add mode allows the addition of elements using one of the Add buttons By selecting one of these buttons one switches to the Add mode As long as this mode is active the user can add the type of element which is selected Zoom The Zoom mode allows the user to view the input geometry in different sizes By selecting one of the Zoom buttons or the Pan button one activates the Zoom mode While in this mode the user can repeat the zoom or pan actions without reselecting the buttons It is possible to change modes in the following ways When in Add or Zoom mode it is possible to return to the Select mode by clicking the right hand mouse button or by pressing the Escape key or by clicking the Select mode button To activate the Add mode select one of the Add buttons To activate the Zoom mode select one of the Zoom buttons or the Pan button NOTE The current mode is displayed on the info bar at the bottom of the View Input window REFERENCE 253 12 3 2 Buttons Select and Edit mode In this mode the left hand mouse button can be used to graphically select a previously defined grid load geotextile or forbidden line Items can then be deleted or modified by dragging or resizing or by clicking the right hand mouse button and choosing an option from the menu displayed Pressing the Escape key will return the user to this
173. The fit option enables you in fact to perform advanced parameter determination e Divide all values of permeability or consolidation coefficient in the Materials window with the same factor 1440 for minutes e Interpret time values in the results in the modified unit of time when inspecting graphs and reports 17 2 Overconsolidation A sample can be over consolidated either by geological history undisturbed or artificially This overconsolidation can result from ageing and or pre overburden pressure The overconsolidation is characterized via the preconsolidation stress op This value marks the transition point between the reloading branch and the virgin loading branch in the strain versus ln o diagram Figure 17 1 Soil will behave differently below and above the preconsolidation pressure The preconsolidation stress varies however along the depth Therefore the pre consolidation stress must be transformed into a stress independent soil parameter The Koppejan model can calculate the preconsolidation stress from the Over Consolidation Ratio OCR or from the gradient in the initial stress The NEN Bjerrum and Isotache models can calculate the preconsolidation stress from the OCR or the pre overburden pressure POP e The OCR is defined as the preconsolidation stress divided by the actual in situ vertical stress e The POP is defined as the difference between the preconsolidation stress and the actual in situ vertical stress This means
174. Vert 2 Vert 1 Vert 2 A 50 0 300 0 300 bm3 11a 0 302 0 302 0 66 0 66 200 0 694 0 694 0 695 0 695 0 14 0 14 400 2 016 1 074 2 016 1 075 0 00 0 09 10000 2 585 2 568 2 584 2 568 0 04 0 00 B 50 0 280 0 280 bm3 11b 0 281 0 281 0 36 0 36 200 1 654 0 628 1 654 0 629 0 00 0 16 400 1 869 0 936 1 860 0 934 0 48 0 21 10000 1 993 1 972 1 992 1 972 0 05 0 00 C 50 0 556 0 556 bm3 11c 0 556 0 556 0 00 0 00 200 1 798 0 971 1 794 0 970 0 22 0 10 400 1 820 1 250 1 818 1 250 0 11 0 00 10000 2 239 2 202 2 237 2 201 0 09 0 05 Table 22 32 Results of benchmark 3 11 for column drain Settlements Case Time Spreadsheet m MSettle m Relative error 9o days Vert 1 Vert 2 File Vert 1 Vert 2 Vert 1 Vert 2 D 50 0 556 0 556 bm3 11d 0 556 0 556 0 00 0 00 200 0 948 0 948 0 948 0 948 0 00 0 00 400 1 754 1 220 1 753 1 220 0 06 0 00 10000 2 198 2 198 2 197 2 198 0 05 0 00 E 50 0 300 0 300 bm3 11e 0 302 0 302 0 66 0 66 200 1 635 0 697 1 637 0 698 0 12 0 14 400 2 001 1 050 1 999 1 051 0 10 0 10 10000 2 566 2 566 2 566 2 566 0 00 0 00 F 50 0 280 0 280 bm3 11f 0 281 0 281 0 36 0 36 200 1 606 0 608 1 593 0 609 0 82 0 16 400 1 708 0 891 1 705 0 891 0 18 0 00 10000 1 991 1 970 1 988 1 970 0 15 0 00 384 MSETTLE USER MANUAL Table 22 33 Results of benchmark 3 11 for strip drain Settlements Case Time Spreadshe
175. ability analysis alta Mea 7 Ow o C eters Aaa ns is IT kaoi Figure 4 2 View Input window Input tab showing the soil layers 3 Open the Non Uniform Loads window from the Loads menu 4 Click Add to add a single load Final Load and then enter the embankment profile co ordinates according to Figure 4 3 Also enter the unit weight above 18 and below 20 phreatic level as well as the time of loading 1 Click OK to confirm 74 MSETTLE USER MANUAL Non Uniform Loads Figure 4 3 Non Uniform Loads window 5 Open the Options window from the Calculation menu and mark the Maintain Profile checkbox Enter day 1 as the start time for the additional load that will depend on the final settlement Also enter the unit weight above 18 and below 20 phreatic level 6 Click OK to confirm Calculation Options Imaginary surface Figure 4 4 Calculation Options window 7 Open the Verticals window from the GeoObjects menu 8 Click Generate to generate verticals at all different horizontal positions of the nodes MSettle will calculate the settlements in each of these verticals and also use the settlements to update the geometry before export to a stability analysis 9 Click OK to confirm Verticals X co ordinate m Z coordinate m 0 000 Discretisation 100
176. ade using this window Figure 9 24 will only be displayed in the underlying View Input window Geometry tab after closing this window using the OK button When this button is clicked a validity check is performed on the geometry Any errors encountered during this check are displayed in a separate window These errors must be corrected before you can close this window using the OK button Of REFERENCE 193 course it is always possible to close the window using the Cancel button but this will discard all changes 9 3 9 Import PL line Use this option to display the Import PL line dialog for importing a Piezometric Level lines PL lines from an existing MPL file For more information about PL lines refer to 8 9 3 10 9 3 10 PL lines Use this option to add or edit Piezometric Level lines PL lines to be used in the geometry A PL line represents the pore pressures in the soil A project can contain several PL lines as different soil layers can have different piezometric levels In 8 9 3 13 it is described how different PL lines are assigned to different layers x PHLines Points j E A X Coor Y Coor Je 3 0 000 0 000 3 r 2 1 53000 0000 a 2 75000 2000 n Add Insert Delete Comcs Heb Figure 9 26 PL Lines window In the lower left part of the window it is possible to use the buttons to Add Insert and Delete PL lines The selection box can be used to navigate between PL lines that
177. ain profile m ES Submerging m 0 10 Import from D Minimum settlement for submerging m 0 000 Maximum iteration steps for submerging 1 v Output of settlements by partial loading green lines Cancel Help Figure 3 14 Calculation Options window See Calculation Options 10 1 for a detailed description of this window 3 8 2 Calculation Times Tabular output of the intermediate and residual settlement in the Report together with the graphical output of the residual settlement will be displayed in user defined time points only 43 Choose Times from the Calculation menu 56 MsETTLE USER MANUAL 44 In the Calculation Times window enter the times according to Figure 3 15 using the Add row button 45 Click OK to confirm x E Time days P 1 1 Se 12 10 3 100 cd 300 5 800 S 700 7 300 Figure 3 15 Calculation Times window See Calculation Times 8 10 2 for a detailed description of this window 3 8 3 Start Calculation The calculation can now be started 46 Choose Start from the Calculation menu or press the function key F9 47 Mark the checkbox Add dissipation calculation to generate dissipation graphs average degree of consolidation versus time for the different layers 48 Click Start to perform the calculation Start Calculation xj Vertical 1 50 000 m z Calculation progress 0 E Options Close Um Help
178. ainage days 19 000 pem eon a bie xs aiti Fruesic level n dan mfa c rdime Pe 3e Undespretuse Pa 25 000 Tube pressure during dewatering kPa 1000 Stat of Dronage Stat of damage Isan 00 Phenatic level e dan im 220 Figure 9 37 Vertical Drains window Sand wall Enforced Dewatering input Enforced Dewatering with sand walls Off 202 MSETTLE USER MANUAL Start of drainage The time t at which the drain becomes active Phreatic level in drain The water head in the drain during drainage Enforced Dewatering with sand walls Simple Input Start of The time at which the drain becomes active drainage Phreatic level The water head in the drain during drainage in drain Begin time The time at which dewatering i e a certain tube pressure and air pressure starts End time The time at which dewatering stops Before and after enforced dewatering MSettle assumes that the water head in the drain equals the phreatic level 8 9 3 11 Underpressure The enforced underpressure pa during dewatering This value can vary between 0 and 30 kPa if an impermeable cover is applied on top Lit 20 Tube pressure The water pressure Dpipe in the drainage tube during dewatering A common input value during enforced dewatering is 10 kPa Lit 20 Enforced Dewatering with sand walls Detailed Input Time The time at which dewatering i e a certain water level and air pressure is active Underpressure The enforced
179. ake into account the shift time the loading steps are shifted by 35 days which means that the time steps are chronologiquely t 0 day t 10 days ts 50 days and t 200 days MSettle result In the Fit for Settlement Plate window the fit is performed using a required iteration accuracy of 0 and a required coefficient of determination of 1 and a number of iterations of 20 Two fits are performed for each case in order to check the effect of the weight fit 1 uses default weight values found by clicking the Reset button in the Fit for Settlement Plate window whereas fit 2 optimizes the weight to get the expected convergence for the fit factors That s why results for fit 2 are better than fit 1 Table 23 6 Results of benchmark 4 4g NEN Koppejan model with Terzaghi consolidation Used fit factors in Fit 1 default weight Fit 2 SLM file MSettle Weight Error MSettle Weight Error C C 1 1 015 10 1 48 1 002 100 0 20 1 6 2 1 872 4 6 84 2 003 4 0 15 C C 1 25 1 077 10 16 06 1 245 9 0 40 OCR 1 8 0 001 3 79900 00 0 806 20 0 74 G 5 4 732 1 5 66 4 992 1 0 16 r 1 1 000 0 00 1 000 0 00 Table 23 7 Results of benchmark 4 4h NEN Koppejan model with Darcy consolidation Used fit factorsin Fit 1 default weight Fit 2 SLM file MSettle Weight Error MSettle Weight Error C C 1 1 085 10 7 83 1 014 100 1 38 1 6 2 1 602 4 24 84 1 990 4 0 50 C C 1 25 1 948 10 35 83 1 262
180. al drains is simulated with an extra water load with a linear distribution whereas for Darcy model the resolution of the hydraulic equation leads to an exact solution with a non linear distribution as shown in Figure 23 8 Consequence is that for Terzaghi the PL line at the top will be different at the end of the consolidation but not for Darcy Therefore the total stress distribution will be different for both models MSettle result Table 23 16 Results of benchmark 4 8 Comparison of settlement curves for Darcy and Terzaghi consolidation models Time MSettle Darcy Cv MSettle Terzaghi Relative error bm4 8a bm4 8b days m m 96 1 26 0 084 0 096 12 50 9 51 0 351 0 361 2 77 30 8 0 743 0 744 0 13 49 04 0 936 0 936 0 00 98 35 1 187 1 183 0 34 394 1 327 1 308 1 45 VERIFICATION 413 Time days 0 1 1 10 100 1000 10000 0 2 0 4 0 6 0 8 Settlement m MSettle Darcy bm4 8a MSettle Terzaghi bm4 8b 1 2 j MSettle Darcy without drainage bm4 8c MSettle Terzaghi without drainage bm4 8d 1 4 Figure 23 7 Settlements during the consolidation process with vertical drainage Comparison between Darcy and Terzaghi models Hydraulic head m 9 8 7 6 5 607 5 4 3 2 1 0 1 8L Initial hydraulic head from PL lines 40 Final hydraulic head Darcy bm4 8a Final hydraulic head Terzaghi bm4 8b Dep
181. al 4 50 000 n z Measurement file Tutorial 3 txt Coefficient of determination 0 961 Imperfection 0 04 m Reliability Vertical 4 50 000 m X Maximum number of samples 1 200 Allowed residual settlement m 0 15 Maximum number of iterations 15 Imperfection m 0 05 Times Calculation progress 0 Time index ofl Options Close Figure 10 11 Start Calculation window for a reliability and sensitivity analysis See 10 4 1 for a description of the options that are shared with a regular deterministic analysis The description of the additional options for a reliability and sensitivity analysis follows hereafter See 18 2 for background information Calculation type Select one of the following methods Deterministic a regular deterministic settlement analysis along all verticals based on fixed mean values of the parameters FOSM First Order Second Moment Quick and approximate determination of the bandwidth and the influencing factors parameter sensitivity for the total settlements along one vertical The determination is executed at user defined time points and at the time points of measurements Calculation time will increase with an increasing number of stochastic parameters FORM First Order Reliability Method Iterative determination of the reliability index bandwidth and influencing factors for the residual settlement along one vertical A separate FORM anal
182. an be selected for a quick and approximate determination of the bandwidth and sensitivity factors for total settlements MSettle determines the standard deviation of the settlements from the diagonal terms of the covariance matrix of the settlements 109 o 2 6G 4 C 10 7 MSettle linearizes the derivatives in the Jacobian matrix at the mean values of the uncertain parameters The derivatives are updated after a fit by using the updated mean values of the parameters MSettle will also update the parameter covariance matrix after a fit by using equation 105 Iterative First Order Reliability method FORM for bandwidth and sensitivity factors of residual settlements This method can be selected for an approximate determination of the bandwidth and sensitivity factors for residual settlements This method will give the approximate probability that the residual settlement exceeds an allowed value The limit state function Z equals the predicted residual settlement minus the allowed residual settlement 110 Z Ftowed F F Zend 7 Zt Fis the residual settlement starting from time t z is the settlement at time t and Zena is the final settlement at the end of the calculation Each different input value for the time t will yield a different limit state function All combinations of parameter values where the residual settlement equals the allowed value are together called the Limit State Surface The FORM procedure determines f
183. aneteretaxenessiasstecadadctedetascteretass 260 12 4 5 Add piezometric level lines eeeeeeeeeeeeeeeeeee eene 261 12 5 Graphical manipulation 5 eee ced ee eee eene nne eoe renean eno a tape ae a aola sepan P vag eua nn 261 12 5 1 Selection of elemerits 4 eed ee rn ttr etr rer rh rne E rte PEE ERR EE SEEETR TEES 261 12 5 2 Deletiori of elements cene sense re re ena te rna Feo rao seen npo E erro Eee TENER EFIE 262 12 5 3 Using the right hand mouse button eese 263 12 5 4 Dragging elements 4 te eee cante ea keeper vu a eed Yeux urea ae ENESES 266 12 6 Working With 1D Geometries eeeeeeeseeeeeeeeeee nennen nennt nnn 266 12 0 1 Creating 1D Geonielxy iue keen enu eei eere nene e Ere e eara a sa rae aeneo aeo va 266 12 6 2 Converting a 2D Geometry into a 1D Geometry eeeeeeeeeee 267 12 6 3 The 1D Geometry Input Window eeeeeeeeeeeeee een 268 BACKGROUND 269 13 LOADS 271 13 1 Non nitorm loads iie oic eer REL RE ERA SER ORERENN VENE GNERE EB QUE NEUTER TREE ERR ra 271 13 2 Trapeziform loads isc esce seinen ena ea Innen Kotus E IN SONNE SEESE RE VEES PEE EET 272 TABLE OF CONTENTS 13 3 Circular 08082 ORIG ite TIEF ENERO EE ERE REA VER ERE QUE RTI RREUE 13 4 Rectangular loads 13 5 Uniform loads retener e hern nre DU E Er aee nen 13 6 Maintain profile 13 7 SUBDITI eTGITIQ iiio ee renti E
184. ar load 8 14 4 e Imaginary surface 8 14 5 14 4 General equations for stress distribution 14 1 1 Stress increments caused by a surface point force The basic formula used in MSettle is based on the stress distribution formula for a point load P where the vertical horizontal and shear stresses increase in a point at a depth y and a horizontal distance from the point load of x y x tan o are calculated m Po v 9 c y 9 ay sin o cos o m P 2 m 1 f f Sin o cos xy yp 22 08 9 where 278 MSETTLE USER MANUAL Vertical stress increment kN m Horizontal stress increment kN m Shear stress increment kN m Increment of surface load kN Depth m Angle with the vertical Concentration index Boussinesq assumes a concentration index of 3 and Buisman of 4 ass VF Og Figure 14 1 Stress distribution under a point load NOTE MSettle automatically calculates the stress distribution according to Buisman Boussinesq can however be selected in the Calculation Options window 8 10 1 but only for non uniform and trapeziform loads 14 1 2 Stress increments caused by a line load The stress increments due to a line load Q P x h can be found by integration of the point load P along the height h of the line load in equation 9 c 2 d astu TZ XX 2 P 10 oy Ll ae 9 sin o for Boussinesq TZ i ae 9 sing HZ BACKGROUND 279 14 2 Stress distrib
185. at layers with an elastic behaviour enter a soil modulus of respectively 505 kPa and 393 kPa S 18 3 3 Figure 4 39 Materials window Tutorial 2f 4 7 4 Calculated horizontal displacements 55 Open the Start Calculation window via the Calculation menu and click Start to start the calculation 56 Open the Depth History window via the Results menu Unmarked the Stress checkbox and click on the Horizontal Displacement button in the Deformation field 57 Select the different verticals to see the influence of the position 96 wsETTLE USER MANUAL Horizontal displacements in the stiff foundation i e Sand layer are nil as De Leeuw theory is based on elastic solution At the bottom of the Depth History window the resulting elasticity for the vertical is displayed average elasticity between all elastic layers Horizontal displacements are maximum and equal for verticals 3 and 5 as they are both situated at the top level of the load Figure 4 40 For vertical 4 situated at the middle of the loading horizontal displacements are almost nil because of symmetry Depth History lol x T Stes G G 99 Q P B Defomation u Horizontal Displacement m Vertical 3 X 35 000 m Z 0 000 m Elasticity 397 912 kNm2 Method NEN Bjerrum with Darcy Figure 4 40 Depth History window Horizontal Displacements at vertical 3 Tutorial 2f TUTORIAL 97 4 8 Bandwidth Determination Tutoria
186. ate D The secular creep rate is given by 5 gach eet 2 2 a C oO p This equation assumes in fact that the secular creep rate is related to a so called intrinsic time r which is related to the common time t by an equivalent age tage BACKGROUND 303 52 et T t tage The initial equivalent age represents the theoretical age of the soil since the end of virgin loading if the current overconsolidation ratio would have been caused by ageing only e 53 tage To OCR The total rate of strain is the sum of the elastic and secular rates 64 et at at Time integration of equation 51 finally yields equation 55 t Nea 55 ca Z oetn 1 NE ue oh du To MSettle sets the reference time 7 by default to 1 day 56 Tg 1 day During a constant stress period after virgin loading equation 55 simplifies to O 1 57 e t aln P bln 2 eln O0 Op To This equation applies to the creep tail when o has become constant and this is the familiar relation for one dimensional creep with strain depending on logarithm of time In case of several loading and un reloading steps the drained solution of equation 55 becomes 58 e t ew 2 Jo 2 Jeera o c To where the equivalent age is calculated as follows 304 MSETTLE USER MANUAL Gea te f c o c z 8 t 76 4 with On 01 Oo POP for POP compression Op 109 OCR for OCR compression E tage
187. ate or in the Water Loads window 9 6 2 for a specific time NOTE The influence of excess pore pressures during consolidation is therefore neglected Only for postprocessing purposes in graphs and the report Terzaghi will use the final position yj for the calculation of the values of final pore pressure and effective stress along the depth NOTE The Terzaghi s model doesn t calculate a pore pressure distribution but applies directly a degree of consolidation on settlements Output of pore pressure distribution is only available at the initial and final state without influence of excess pore pressure In Darcy s model pore pressures are calculated at each time step by means of the storage equation given in 8 15 3 1 288 MSETTLE USER MANUAL 15 3 Darcy Darcy s model can be applied to find the pore pressure development in clusters of compressible creeping layers Application of Darcy enables accurate 1D solution of the full hydraulic head and allows combination with vertical drains modelling The implemented Darcy model is designed for saturated soil only Related to MSettle s implementation of the Darcy model the following subjects are discussed hereafter e Darcy s consolidation theory 8 15 3 1 e Drainage conditions 8 15 3 2 e Effective stress and pore pressure 8 15 3 3 e Numerical solution 8 15 3 4 15 3 1 Darcy Consolidation theory Darcy s consolidation model is based on the storage equation 24 2
188. ation of multi layered systems 286 15 2 3 Terzaghi Drainage conditions ssessssresssessseerrsesssereerrsssereeeersssesreee 287 15 2 4 Terzaghi Effective stress and pore pressure eeeeeeeeeeeeeeeeee 287 IDEM T 288 15 3 1 Darcy Consolidation theory eeeeeeeeeeeeeeeee eene eene eene nnne 288 15 3 2 Darcy Drainage CONCItIONS ce eseeeeeeeceeeeeseeeeeeeeeeneeeeeeseeeeeeaaenees 289 15 3 3 Darcy Effective stress and pore pressure eeeeeeeeeeeeeeeeeeeeeeee 289 15 3 4 Darcy Numerical solution eeeeeeeeeeeeeeeeeee eene e nennen enne nennen 290 15 4 Vertical tains ccvscssseidsesssccsecessetecessdacsetetsacecestenceceduseteccoasecectasbagecesdencecesvaatace 290 15 4 1 Modified storage equation eeeeeeeeeeeeeeeeeee nennen enne nennen nennen 290 15 4 2 Line shaped vertical drains strip column drains 292 15 4 3 Plane shaped vertical drains plane flow eene 293 16 SOIL AND STRAIN MODELS 295 16 1 NEN BJErrUM m EUER 295 16 1 1 NEN Bjerrum Idealized behaviour ssssesesessserressessereerrrsssrerererrsssseee 296 16 1 2 NEN Bjerrum Mathematical Formulation sseseeeseessereeerreseerrrrrerseerees 298 16 2 CC M 299 16 2 1 Isotache Natural strain eere rre ean nean no eaae 3
189. available only if the Add dissipation calculation option in the Start Calculation window was selected 8 10 4 Choose the Dissipations option in the Results menu to display a graph of the average degree of consolidation versus the time for a selected layer This graph can be used in combination with a stability analysis to estimate the allowed loading speed REFERENCE 237 Figure 11 10 Dissipations window On the right hand side of the window MSettle shows a graphical representation of the soil profile along the vertical A layer name can be select from the drop down list to see the results of the dissipation calculation for another layer A new calculation must be performed to see the dissipation results for another vertical 10 4 NOTE Click the right hand mouse button in the Dissipations graph and select the View Data option to view all chart data for convenient export to spread sheets 11 5 Time History Choose the Time History option in the Results menu to open the Time History window Depending on the selected consolidation model the displayed window will be different e Refer to 8 11 5 1 for Terzaghi consolidation model e Refer to 8 11 5 2 for Darcy consolidation model 11 5 1 Time History Terzaghi For Terzaghi consolidation the Time History window displays graphs of the settlement and total loading versus time as shown in Figure 11 11 e Click with the right hand mouse button inside
190. ays fo Part of end settlement ffs Vertical 4 Ba Add non uniform loads as layer boundaries v Add superelevation Cancel Help Figure 4 14 Write MStab Input File window Tutorial 2b When using MStab this MStab input file can be opened strength properties and grid can be added and a stability analysis can be performed The following steps describe how to perform the stability with the MStab program However if the access to this program is not possible results can be directly seen in Figure 4 18 25 Open the generated input file with MStab Figure 4 15 TUTORIAL 81 Motab tishop C Phi D Fle Prot Sel Geometry Orfriters Rerforcements Water Loads Caodekn n Toss Window Heb Figure 4 15 MStab View Input window Tutorial 2b 26 In the Materials window from the Soil menu add the cohesion and friction angle values for sand lt 0 gt lt 33 gt peat lt 7 gt lt 25 gt and clay lt 2 gt lt 29 gt NOTE If the soil properties in the MSettle calculation were derived from an MGeobase database then the strength properties will be already filled in the MStab input file 27 Also add a slip circle range according to Figure 4 15 in the Slip Circle Definition window from the Definitions menu Slip Circle Definition X Grid X eft m SE Y4op m 40 000 Xaight m 20000 O Y amp etom mp 20000 Number 21 Number p 21 Tangent line Fixed point Yetop
191. bility index for the FORM and the Monte Carlo method 230 MSETTLE USER MANUAL i 11 1 Report Selection On the menu bar click Results and then choose Report Selection to open the Report Selection window Figure 11 1 where the report content can be selected if Report Selection xj aM E v 1 Echo of the Input v 1 1 Layer Boundaries 1 2 PL Lines 1 3General Data 1 4 Soil Profiles 1 5 Soil Properties 1 6 Non Uniform Loads 1 7 Verticals 1 8 Vertical Drain lesults per Vertical 2 1 Results for Vertical 1 X 2 00 m Z 0 00 m 2 2 Results for Vertical 2 X 5 00 m Z 0 00 m 2 3 Results for Vertical 3 10 00 m Z 0 00 m ettlements 3 1 Settlements v 3 2 Residual Times D K SIS S IST SO TT TI m K X Select All Deselect All Cancel Heb Figure 11 1 Report Selection window 11 2 Report On the menu bar click Results and then choose Report to view a window displaying a table of the most recent analysis results Click the Print button to print the report or use the Export Report option from the File menu in order to export the report in RTF PDF or HTML format The content depends on the report selection 11 1 It can consist of e General section e Program name and version update company name license and copy number e Title of the problem e Names of the files used e Echo of the input e Stresses per vertical for Terzaghi model 8 11 2 1
192. ble clicking on an input file The toggle buttons determine how input data is saved prior to calculation The input data can either be saved automatically using the same file name each time or a file name can be specified each time the data is saved Unmark this checkbox to prevent pausing the calculation in case of warnings Use the toggle buttons to determine the way the Enter key is used in the program either as an equivalent of pressing the default button Windows style or to shift the focus to the next item in a window for users accustomed to the DOS version s of the program 8 2 3 Directories Working directory MGeobase database Program Options xj View General Directories Language Modules Use MGeobase database MGeobase database Figure 8 4 Program Options window Directories tab MSettle will start up with a working directory for selection and saving of files Either choose to use the last used directory or specify a fixed path Here it is possible to assign a database location This database gdb or mdb can be accessed with several options in MSettle to retrieve MSettle specific data from this file location REFERENCE 163 8 2 4 Language Program Options xj View General Directories Language Modules Interface language English X Output language English ES Figure 8 5 Program Options window Language tab Select the language to be used in the MSettle windows and on
193. bulk modulus of water kPa The porosity of the soil layer theoretical average Qarain Qarain Figure 15 2 Theoretical and average pressure distribution between two drains 292 MSETTLE USER MANUAL 15 4 2 Line shaped vertical drains strip column drains In case of line shaped drainage strips i e Strip or Column water will flow radially out on top of the drains Sometimes a combination with an enforced underpressure on top is applied via a drained layer with impermeable cover Dair Ywater Jy Drain rain Figure 15 3 Pressure distribution along a line shaped drain radial flow MSettle assumes that arain is equal to a certain water level in the drain with an optional reduction by underpressure Pair 32 Parain max Y Y ater w where Y The water level in the drain m If underpressure is applied this water level is equal to the position where the underpressure is applied Otherwise the water level simply equals the phreatic level Par The enforced underpressure kPa The leakage length for radial flow is equal to 2 2 2 2 G3 z a Bum zm i e feg k 2 AD where kk fori Xiimit da 15 4 BACKGROUND 293 The ratio horizontal vertical permeability The equivalent distance between the drains depending on the position of the calculated vertical and the type of grid triangular of rectangular inside the drainage range Da Soria l
194. c uf Pn we sec n O54 dAe ta th log t tn dAe d log t 1 tn Ag Figure 17 4 Determining Koppejan s secondary compression index The primary compression index for the current step follows then by substitution of Csecn into equation 75 log na E th 1 Ae tari m t To Corim n In On Cee n BACKGROUND 315 17 5 2 Primary and Secondary swelling coefficients Theoretically the primary and secondary swelling indices can be determined from unloading steps analogous to determining the compression coefficients In practice the primary swelling index is mostly set equal to the value of the primary compression index below preconsolidation and the secondary swelling coefficient is set to a large value 78 A C and A4 NOTE A will also be used by the NEN Koppejan model in case of load removal A large value of A implies that there will be no effect of load removal on creep Therefore the swelling part of the Koppejan model with large A value is only valid for cases with initial unloading 17 6 NEN Bjerrum parameters from Koppejan parameters 17 6 1 Fora single load In case of single load Ao conversion of existing NEN Koppejan parameters to NEN Bjerrum parameters is performed easily using the following formulas Q9 p 2 Cp 80 cr 209 Cp 81 C Lin e peu Bus C o C Op 17 6 2 From oedometer test results The NEN Bjerrum parameters RR CR Ca can be calculated fro
195. case consolidation process is present see files bm4 2c and bm4 2d for Terzaghi and Darcy respectively Therefore the Darcy model uses the same coefficients of consolidation as Terzaghi model Results are expected to be different during the consolidation process but final settlements end of consolidation should be the same MSettle result The settlements calculated by MSettle are exported to the spreadsheet using the View Data option in Time History window for comparison see Figure 23 2 Table 23 2 shows that the final settlement i e end of consolidation is the same in all cases Table 23 2 Results of benchmark 4 2 Comparison of the final settlements using Darcy and Terzaghi consolidation models Drainage MSettle Terzaghi MSettle Darcy Cv Relative error consolidation consolidation Fie name m File name m 96 Drained bm4 2a 3 50 bm4 2b 3 50 0 00 Consolidated bm4 2c 3 50 bm4 2d 2 97 17 85 Time days 0 1 1 10 100 1000 10000 15 2 5 Total settlement m N MSettle bm4 2a Terzaghi Drained Msettle bm4 2b Darcy Cv Drained 3 5 L MsSettle bm4 2c Terzaghi Consolidated MSettle bm4 2d Darcy Cv Consolidated Figure 23 2 MSettle results Comparison between Darcy and Terzaghi consolidation models Isotache model Use MSettle input files bm4 2a sli and bm4 2d sli to run this benchmark 400 MSETTLE USER MANUAL 23 3 Settlement usin
196. ce between the Terzaghi and Darcy consolidation models vertical drains only for the Darcy model and user controlled variation of soil parameters in order to fit settlement plate curves Version 6 8 2003 included a completely new formulation of the NEN Bjerrum model and an enhanced report format The new NEN Bjerrum model still uses the common soil parameters Ce Cr Ca but is now based on the same isotache formulation as the a b c model The new formulation is therefore also suited for loading stages and un reloading sequences which were not possible with the old formulation Version 7 1 2004 featured the new combination of vertical drains with the Terzaghi consolidation model coupled stability analysis with MStab and a new design graph for the degree of consolidation Furthermore the chart data behind all graphs had been made available for usage in spread sheets et cetera Version 7 3 2006 offers an automatic settlement plate fit It also includes the new reliability module Furthermore input of temporary loading has been simplified the plot of transient settlements has been extended with a plot of the loading and the Material window has been redesigned e The settlement plate fit is now part of the Calculation menu 8 10 3 The usage of the manual fit has been simplified and a robust automatic fit has been added The Use Fit parameters option 8 10 4 is available to generate modified results from a complete settlement analy
197. checks are run on a regular basis to verify the improved product These benchmark checks are provided in the following sections to allow the users to overview the checking procedure and verify for themselves the correct functioning of MSettle The benchmarks for Delft GeoSystems are subdivided into five separate groups as described below e Group 1 chapter 20 Benchmarks from literature exact solution Simple benchmarks for which an exact analytical result is available from literature e Group 2 chapter 21 Benchmarks from literature approximate solution More complex benchmarks described in literature for which an approximate solution is known e Group 3 chapter 22 Benchmarks from spread sheets Benchmarks which test program features specific to MSettle e Group 4 chapter 23 Benchmarks generated by MSettle Benchmarks for which the reference results are generated using MSettle e Group 5 chapter 24 Benchmarks compared with other programs Benchmarks for which the results of MSettle are compared with the results of other programs The number of benchmarks in group 1 will probably remain the same in the future The reason for this is that they are very simple using only the most basic features of MSettle 334 MSETTLE USER MANUAL The number of benchmarks in group 2 may grow in the future The benchmarks in this chapter are well documented in literature There are no exact solutions for these available problems how
198. chmark 3 10 Drain type Strip Column Sand wall Bottom position m NAP Yor 19 18 17 Distance between 2 drains D 3 2 5 2 Diameter width d 0 25 Width w 0 3 0 2 Thickness t 0 05 VERIFICATION 373 Table 22 21 Enforced dewatering data s benchmark 3 10 Drain type Strip Column Sand wall Dewatering Off Start of drainage days 0 0 0 Phreatic level in drain m NAP 10 10 8 Dewatering with Simple Input Start of drainage days 0 0 0 Phreatic level in drain n NAP yw 10 10 7 Begin time dewatering days 300 300 300 End time dewatering days 600 600 600 Underpressure kPa Pair 5 15 25 Water head during dewat n NAP y 4 5 5 6 34 Tube pressure during dewat kPa Piute 60 Position of the drain pipe m NAP pipe 15 Dewatering with Detailed Input Times days t 0 0 0 days t 400 400 400 Underpressure kPa Puri 30 20 25 kPa Pa 10 35 15 Tube pressure kPa Pie 10 kPa Pruve 2 5 Water head n NAP yw 7 5 5 10 43 m NAP yuo 6 2 5 11 96 Position of the drain pipe m NAP yr 14 9 Not a user input MSettle uses the inputted phreatic level Not a user input deduced from equation 34 page 294 374 MSETTLE USER MANUAL Benchmark Along the drain the average hydraulic head is given by the differential equation 30 page 290 8 15 4 1 and below the drain the hydraulic head has a linear distribution Therefo
199. ck this button to add points to all types of lines lines polylines boundary lines PL lines By adding a point to a line the existing line is split into two new lines This provides more freedom when modifying the geometry Vn Add single line s Click this button to add single lines When this button is selected the first left hand mouse click will add the info bar of the new line and a rubber band is displayed when the mouse is moved The second left hand mouse click defines the end point and thus the final position of the line It is now possible to either go on clicking start and end points to define lines or stop adding lines by selecting one of the other tool buttons or by clicking the right hand mouse button or by pressing the Escape key mu Add polyline s Click this button to add polylines When this button is selected the first left hand mouse click adds the starting point of the new line and a rubber band is displayed when the mouse is moved A second left hand mouse click defines the end point and thus the final position of the first line in the polyline and activates the rubber band for the second line in the polyline Every subsequent left hand mouse click again defines a new end point of the next line in the polyline It is possible to end a polyline by selecting one of the other tool buttons or by clicking the right hand mouse button or by pressing the Escape key Add PL line s Click this button to add a pie
200. cn o Dense Sand Sand H Gravel Loam Muck Clay clean moderate TATAHAN Figure 9 29 Layers window Materials tab On the left of the screen a list containing all defined materials see the Materials option in the Soil menu 8 9 2 is displayed On the right a list of all defined layers together with their assigned materials if available is displayed The layers are listed from top to bottom as displayed in the View Input window Geometry tab To assign a material to a layer first select that layer on the right of the window Then select the required material on the left of the window Finally click the Assign button Every change made using this window will only be displayed in the underlying View Input window Geometry tab after this window is closed using the OK button When clicking this button a validity check is performed on the geometry If errors are encountered a dialog window asks if auto correction should be tried Remaining errors are reported and can be corrected manually The error correction is confirmed by clicking the OK button and discarded by clicking the Cancel button 196 MSETTLE USER MANUAL 9 3 13 PL lines per Layer Use this option to define the top and bottom PL lines for the defined layers The PL lines represent the hydrostatic heads at the boundaries of soil layers For each soil layer two PL line number can be entered one that corresponds to the top of the soil
201. coloring as well If you select As material numbers or As material names all layers with the same material are drawn with the same colour Grid Show grid Enable this checkbox to display the grid points Grid Enter the distance between two grid points distance Settled geometry Enlarged Enable this checkbox to use the enlarge factor Enlarge Enter a factor to enlarge the drawing of the settled geometry factor 9 1 4 View Input File On the menu bar click Project and then choose View Input File to open the Input File window where an overview of the input data is displayed Click on the Print Active Window icon to print this file 9 2 Soil menu On the menu bar click Soil and then select Materials to open an input window in which the soil type properties can be defined The properties can either be imported 174 MSETTLE USER MANUAL directly from an MGeobase database Database tab or be inputted manually Parameters tab Import from database 8 9 2 1 Manual input of Terzaghi parameters 8 9 2 2 Manual input of Darcy parameters 8 9 2 3 Manual input of Isotache parameters 8 9 2 4 Manual input of NEN Bjerrum parameters 8 9 2 5 Manual input of NEN Koppejan parameters 8 9 2 6 Additional input for reliability analysis 8 9 2 7 Additional input for horizontal displacement calculation 8 9 2 8 9 2 1 Materials Database The Database tab in the Materials window is only available if a
202. converted to construction elements Automatic regeneration may slow down progress during input of complex geometry because validity will be checked INTRODUCTION 39 continuously lt a Previous stage Click this button to view the previous stage in the sequence of loading gt Next stage Click this button to view the next stage in the sequence of loading 2 2 4 Title panel This panel situated at the bottom of the View Input window displays the project titles as entered on the Identification tab in the Project Properties window 8 9 1 3 2 2 5 Status bar This bar situated at the bottom of the main window displays a description of the selected icon of the icon bar 8 2 2 2 2 3 Files sli MSettle input file ASCII Contains all specific input for MSettle After interactive generation this file can be reused in subsequent MSettle analyses sls Setting file ASCII Working file with settings data This file doesn t contain any information that is relevant for the calculation but only settings that apply to the representation of the data such as the grid size geo Input file ASCII Contains the deformed geometry data that can be shared with other M Series programs ti Output file ASCII File used by MSettle for a coupled stability analysis with deformed geometry and excess pore pressures sld Dump file ASCII Contains calculation results used for graphical and report output slo Obsolete
203. cording to Boussinesq Table 20 2 Results of benchmark 1 2 Increase of stress distribution under line load acc to Boussinesq Flamant Co ordinates Benchmark MSettle Relative error m kPa kPa I X 0 00 Y 1 00 0 818 0 818 0 00 X 1 00 Y 1 00 0 480 0 480 0 00 Use MSettle input file bm1 2 sli to run this benchmark 20 3 Settlement acc to Terzaghi no secondary compression Description The final settlement of a cubic element of soil is calculated in Lit 21 The deformation behavior of the soil is according to NEN Koppejan No secondary compression occurs Due to the loading of the soil and its initial state the pre consolidation stress must be taken into account Benchmark In Lit 21 page 427 the settlements for loading under the pre consolidation stress and above the pre consolidation stress are calculated Since NEN Koppejan rule is not consistent for the number of layers the number of layers is prescribed to be 10 MSettle result The secondary compression cannot be switched off The influence of secondary compression is reduced by choosing very large secular compression coefficients The results are not influenced by secondary compression any more VERIFICATION 337 Table 20 3 Results of benchmark 1 3 Settlement according to NEN Koppejan without secondary compression Benchmark MSettle Relative error mm mm 99 Total settlement 2 6 2 7 3 70 Use MSettle input file bm1 3 sli to run this b
204. creep parameters A Cam Clay based visco plastic model is available in many finite element programs to describe the two dimensional or three dimensional soft soil behaviour A well known example is the Plaxis soft soil creep model The strain based soft soil creep parameters are expressed in the classic void ratio based Cam Clay parameters using 8 x and ask 1 4 ep 1 4 eg Cam Clay parameters relate volumetric strain to isotropic stress whereas Isotache parameters relate vertical strain to vertical stress The optional Updated Mesh method or Updated Lagrange method in finite element programs is completely equivalent with Isotache s natural strain method Cam Clay creep parameters are in practice however often determined and used with a linearized strain assumption Cam Clay creep parameters that were determined on a natural strain basis are hereafter indicated by the addition Z7 while the parameters on linear strain basis are indicated by the addition 2 BACKGROUND The a parameter can be expressed in the soft soil creep parameter x using the normally consolidated earth pressure coefficient Kw and the Poisson s ratio v 1 2Kyc oy 1 n 1 2Kyc o 89 a k le where v Poissor s ratio for elastic unloading and reloading Kw Earth pressure coefficient in normally consolidated state virgin loading Parameter b is directly equal to natural soft soil creep parameter A z on the
205. d Terzaghi models Soil Time MSettle with Darcy Cv MSettle with Terzaghi Relative model days Filename Settlement Filename Settlement error Isotache 0 94 bm4 1a 0 0087 bm3 9a 0 0088 1 14 4 65 0 0169 0 0166 1 81 31 21 0 0191 0 0190 0 53 100 0 0191 0 0191 0 00 NEN 0 94 bm4 1b 0 0087 bm3 9b 0 0088 1 14 Koppejan 4 65 0 0169 0 0166 1 81 31 21 0 0191 0 0191 0 00 100 0 0191 0 0191 0 00 Time days 0 002 MSettle bm3 9a Darcy with Cv storage 0 004 MSettle bm4 1a Terzaghi 0 006 0 008 0 01 0 012 Total settlement m 0 014 0 016 0 018 0 02 Figure 23 1 MSettle settlement curves Comparison between Darcy with consolidation coefficient and Terzaghi consolidation models Use MSettle input files bm4 1a sli and bm4 1b sli to run this benchmark 23 2 Settlements curve during consolidation process Comparison between Darcy and Terzaghi models in a complex case Description This benchmark compares the settlements curve calculated by MSettle for both Terzaghi and Darcy consolidation models A first test consists in comparing both consolidation models in case layers are drained see files bm4 2a and bm4 2b for Terzaghi and Darcy respectively Results VERIFICATION 399 are expected to be exactly the same as drained layers are not influenced by the consolidation model A second test consists in comparing both consolidation models in
206. d at four different times 10 100 1000 and 1000 days in an Excel spreadsheet and results are given in Table 22 45 MSettle result The band width results for a confidence interval of 95 can be found using the View Data option in the Time History Reliability window Table 22 45 Results of benchmark bm3 15 Time Spreadsheet MSettle Relative error Case Mean Band width Mean Band Mean Band settl 95 settl width 95 settl width 95 days m m m m 96 36 10 0 0777 0 0186 0 0778 0 0182 0 13 2 20 A 100 0 0899 0 0216 0 0900 0 0212 0 11 1 89 1000 0 0302 0 0238 0 0302 0 0235 0 00 1 28 10000 0 0308 0 0281 0 0309 0 0278 0 32 1 08 10 0 0515 0 0183 0 0515 0 0182 0 00 0 55 B 100 0 0606 0 0202 0 0606 0 0200 0 00 1 00 1000 0 0701 0 0228 0 0701 0 0227 0 00 0 44 10000 0 0795 0 0259 0 0795 0 0257 0 00 0 78 10 0 2440 0 0631 0 2440 0 0625 0 00 0 96 C 100 0 2890 0 0686 0 2891 0 0680 0 03 0 88 1000 0 3340 0 0759 0 3341 0 0755 0 03 0 53 10000 0 3790 0 0848 0 3791 0 0843 0 03 0 59 10 0 0087 0 0018 0 0087 0 0017 0 00 5 88 D 100 0 0360 0 0065 0 0360 0 0065 0 00 0 00 1000 0 1398 0 0241 0 1398 0 0241 0 00 0 00 10000 0 2817 0 0403 0 2817 0 0402 0 00 0 25 10 0 2110 0 0044 0 2110 0 0043 0 00 2 33 E 100 0 2110 0 0044 0 2110 0 0043 0 00 2 33 1000 0 2110 0 0044 0 2110 0 0043 0 00 2 33 10000 0 2110 0 0044 0 2110 0 0043 0 00 2 33 10 0 1352 0 0395 0 1352 0 0396 0 00 0 25 F 100
207. d footing Rg NOM Cv 13 5 Uniform loads A change of vertical effective stress is calculated at each point on a vertical located below the level of application yay 5 do q h where q Unit weight kN m3 h Height m Vapp Y co ordinate of the level of application m The contact pressure is assumed to be equal to the load of a load column above 13 6 Maintain profile MSettle can calculate the settlement caused by a non uniform load with a fixed position of the top surface The Maintain profile option will iteratively increase the height of all the load columns of which a non uniform load is composed The iterative process is stopped when the average difference between the specified and calculated level of the top surface is less than the stop criterion Swell is neglected which means that no soil is removed when swell occurs 13 7 Submerging Two methods are implemented in MSettle to take submerging into account The application of each method depends on the consolidation model or the soil model e Approximate Terzaghi or Koppejan 8 13 7 1 The approximate method takes submerging of non uniform loads by deformation into account by an initial load reduction on the basis of final settlements This method applies either if Terzaghi consolidation model or NEN Koppejan soil model are selected BACKGROUND 275 e Accurate 13 7 2 The accurate method takes submerging of non uniform load and soil layers by deformat
208. d iteratively The process is stopped when the average settlement increment in a particular iteration is less than the stop criterion Whatever the submerging model the settlements are given by e equation 58 page 303 16 2 2 for Isoatche model e equation 43 page 299 8 16 1 2 for NEN Bjerrum model e equations 59 to 63 page 305 8 16 3 1 16 3 2 for NEN Koppejan model Time days 0 1 1 10 100 1000 10000 45 TT T T T Settlement Spreadsheet Settlement MSettle bm3 4d Effective stress Spreadsheet a Effective stress MSettle bm3 4d 0 2 4j 40 0 4 Fr 35 0 6 30 Settlement m Effective stress kPa 0 8 F 25 20 1 2 15 Figure 22 5 Settlement and loading curves vs time NEN Bjerrum model with representation of the different submerging phases MsSettle result The settlements calculated by MSettle are exported to the spread sheet using the View Data option in Time History window for comparison see figures below The settlements and effective stress at times 100 2000 and 10000 days are in Table 22 6 and Table 22 7 358 MSETTLE USER MANUAL Table 22 6 Results of benchmark 3 4 Settlements for different cases Case Soil Cons Subm Time Benchmark MsSettle Error model model method days m File m 96 A NEN Terzaghi Approx 100 0 168 bm3 0 166 1 20 Koppejan 2000 0 454 4a 0 453 0 22 mu 100
209. d mouse button In this case the automatically added end line will always end at the right limit To stop adding PL lines select one of the other tool buttons or click the right hand mouse button or press the Escape key Pan Click this button to change the visible part of the drawing by clicking and dragging the mouse Zoom in Click this button to enlarge the drawing then click the part of the drawing which is to be at the centre of the new image Repeat if necessary Zoom out Click this button then click on the drawing to reduce the drawing size Repeat if necessary Zoom rectangle Click this button then click and drag a rectangle over the area to be enlarged The selected area will be enlarged to fit the window Repeat if necessary Add vertical Click this button to graphically define the position of a vertical Add non uniform load Click this button to display a window in which it is possible to add modify or delete non uniform loads Add other load Click this button to display a window in which it is possible to add modify or delete trapeziform circular rectangular or and uniform loads Convert geometry to 1D Click this button to convert a 2D geometry into 1D Measure the distance and slope between two points Click this button then click the first point on the View Input window and place the cross on the second point The distance and the slope between the two points can be read beside the second point To turn thi
210. d piezometric lines 8 9 3 GeoObjects Options for defining the verticals X co ordinates for which results will be shown the vertical drains and the pore pressure meters 8 9 4 Water Input of water parameters 8 9 5 INTRODUCTION 35 Loads Input of external loads 8 9 6 Calculation A wide range of calculation options to determine the settlements and stresses along the verticals chapter 10 Results Options for displaying graphical or tabular output of the settlements and stresses per vertical chapter 11 Tools Options for editing MSettle program defaults 8 8 2 Window Default Windows options for arranging the MSettle windows and choosing the active window Help Online Help 8 2 1 2 2 2 The icon bar Use the buttons on the icon bar to quickly access frequently used functions see below B e el Figure 2 3 MSettle icon bar Click on the following buttons to activate the corresponding functions Start a new MSettle project Open the input file of an existing project Save the input file of the current project Print the contents of the active window Display a print preview Open the Project Properties window Here you can enter the project title and other identification data and determine the View Layout and Graph Settings for your project Start the calculation e En Display the contents of online Help 2 2 8 View I
211. d step If the pointer is located at the input field a hint will indicate the current last load step The unit weight of the unsaturated superelevation load above the water level The unit weight of the saturated superelevation load below the water level When this checkbox is enabled a so called imaginary surface can be defined to model the stress distribution in the case of an initially non horizontal surface MSettle will calculate the spatial stress distribution in the layers below this surface caused by the weight of the initial layers above the surface When you do this you must also select the layer whose top acts as the imaginary surface For background information see 8 14 5 Enable this checkbox to take submerging of non uniform soil weight loads 8 9 6 1 into account in your calculations The option is switched on by default MSettle takes submerging into account approximately by a once off modification of the self weight of nonuniform loads based on the final settlements See 8 13 7 1 for background information With Darcy in combination with the NEN Bjerrum or Isotache model MSettle will gradually adapt the effective weigth of layers and nonuniform loads in time as function of the actual settlement See 8 13 7 2 for background information Load column width Iteration stop criteria Maintain Profile Iteration stop criteria Submerging Minimum settlement for submerging Maximum iteration steps for
212. d then be determined exactly at the moment where the strain rate is equal to the reference strain rate after one day of loading 71 b 7z a gt Oy 72 b aetan amp t t ef To 1 day 0 gt c n P On 1 The parameter a is preferably determined from unloading curves where creep rates are low BACKGROUND 313 Determination of a from loading before the initial preconsolidation stress will usually result in too low values because of the sample disturbance Rough estimates of parameter values can be derived from correlation formulas Usage of these formulas is at own risk as accurate parameters can only determined by soil testing Equation 74 gives a rough correlation between the b parameter and the saturated unit weight in undeformed state 2 11 4 ba 0 326 22 Yw Table 17 1 gives rough estimates of b a and b c for different soft soil types Table 17 1 Rough Isotache parameter correlation for soft soil types Zato kN m b a b c Peat 11 7 12 Organic soft clay 12 8 13 Organic clay 14 12 20 Silty clay 16 12 25 17 5 NEN Koppejan parameter determination The NEN Koppejan model 8 16 3 distinguishes primary and secondary settlements The elasto plastic primary compression is a function of only the effective stress The viscous secondary compression creep is a function of both the effective stress and the time The values of the primary and secondary coefficients are differe
213. d then convert it into a 1D geometry as explained in the paragraph below 8 12 6 2 12 6 2 Converting a 2D Geometry into a 1D Geometry There are three ways of converting 2D geometry into 1D geometry The first one is common for new geometries The first option is to simply change the model from 2D from 1D In the Project menu open the Model dialog and select 1D for the input option Dimension 8 9 1 1 After this option is selected an input window opens that allows entering the x co ordinate of the location where the 1D geometry should be derived from Either enter this co ordinate manually or select an x co ordinate by choosing one of the verticals that are listed in the input window Before the conversion takes place MSettle prompts if the user really wants to continue NOTE 1D geometry contains less information than a 2D geometry and therefore conversion nearly always implies a loss of data 2D 1D Conversion Location x X co ordinate Vertical 35 000 1 X 0 000 X 20 000 x 25 000 000 gl Figure 12 26 2D 1D Conversion Location window There are two other ways of converting a 2D geometry into 1D geometry For both of them you need to graphically indicate the location where the conversion must take place e One way of indicating this location is by pressing the Convert geometry to 1D button in the View Input window and clicking the location in the graphical representation of the geometry e The o
214. d to mark the border between dry and wet soil The phreatic line is treated as if it was a PL line and can also be used as BACKGROUND 285 such The PL line acting as the phreatic line is determined while the geometry is being defined If no phreatic line is entered then all the soil is assumed to be dry 15 1 3 Stress by soil weight The total stress at depth y due to soil weight is Yunsat Yo Y if y gt Vwater 17 y n Fso u um Yo 7 Ywater Fsat Ywater y if ys Ywater where Jus Unit weight of soil above phreatic level kN m Xe Unit weight of soil below phreatic level kN m y Vertical initial co ordinate m Yo Initial surface level m Ywater Phreatic level m 15 2 Terzaghi Terzaghi s one dimensional consolidation theory is characterized by the consolidation coefficient Terzaghi s model allows quick determination of final settlements with approximate effect of consolidation Related to MSettle s implementation of the Terzaghi model the following subjects are discussed hereafter e Terzaghi s general consolidation theory 8 15 2 1 e Consolidation of multi layered systems 8 15 2 2 e Drainage conditions 8 15 2 3 e Effective stress and pore pressure 8 15 2 4 15 2 1 Terzaghi General consolidation theory Terzaghi s theory on one dimensional vertical consolidation of a homogeneous elastic layer yields the following expression for the degree of consolidation U 2 pm i 1 Z
215. del allows to defined other types of distribution and update of the preconsolidation stress via the Calculation Options window 8 10 1 2 constant or parallel to the effective stress and constant or update at each load step Overconsolidation ratio OCR The ratio between preconsolidation pressure and initial vertical stress Pre Overburden Pressure POP The Pre Overburden Pressure POP is defined as the preconsolidation pressure minus the initial in situ vertical effective stress Primary compression coefficient below preconsolidation pressure Cp The primary compression coefficient is used to calculate the primary settlement Primary compression coefficient above preconsolidation pressure Cp The primary compression coefficient is used to calculate the primary settlement REFERENCE Secular compression The secular compression coefficient is used to coefficient below calculate the secondary time dependent settlement preconsolidation pressure Cs Secular compression The secular compression coefficient is used to coefficient above calculate the secondary time dependent settlement preconsolidation pressure Cs Primary swelling constant The primary swelling constant for unloading Ap Secondary swelling constant The secondary swelling constant for unloading A As large value of A implies that there will be no effect of load removal on creep A large value is therefore o
216. dels is a direct relationship between overconsolidation creep rate and equivalent age The only difference between these models is the usage of linear strain for the C C C model and natural strain for the a b c model 1 6 Minimum System Requirements The following minimum system requirements are needed in order to run and install the MSeries software either from CD or by downloading from the Delft GeoSystems website via MS Internet Explorer e Windows 2003 Windows XP service pack 2 Windows Vista e Pc with 1 GHz Intel Pentium processor or equivalent e 512 MB of RAM e 400 MB free hard disk space e SVGA video card 1024 x 768 pixels high colors 16 bits e CD ROM player e Microsoft Internet Explorer version 6 0 or higher download from www microsoft nl INTRODUCTION 25 1 7 Definitions and Symbols n Porosity eo Initial void ratio _ N p 1 ng Cv Vertical consolidation coefficient one dimensional ot Effective vertical soil pressure Op Preconsolidation pressure maximum vertical effective pressure experienced in the past Oo Initial vertical effective soil pressure POP Pre overburden pressure POP op ov OCR Overconsolidation ratio ocr 90 t Time in days ho Vertical height of layer or oedometer sample at the start of un loading hi Vertical height of layer or oedometer sample at time t after un loading Ah Vertical settlement of laye
217. dows Meta File format Export Active Window Use this option to export the contents of the active window as a Windows Meta File wmf a Drawing Exchange File dxf or a text file txt After clicking the Save button in the Export to window the Export complete window opens displaying three choices Open to open the file containing the exported window Open Folder to open the folder where the file was saved Close to close the Export complete window Export Report This option allows the report to be exported in a different format such as pdf or rtf Page Setup This option allows definition of the way MSettle plots and reports are to be printed The printer paper size orientation and margins can be defined as well as whether and where axes are required for plots Click Autofit to get MSettle to choose the best fit for the page Print Preview Active Window This option will display a print preview of the current contents of the View Input or Results window Print Active Window This option prints the current contents of the View Input or Results window Print Preview Report This option will display a print preview of the calculation report Print Report This option prints the calculation report Program Options menu On the menu bar click Tools and then choose Program Options to open the corresponding input window In this window the user can optionally define their own preferences for some of the program s default
218. e 4 32 89 90 MSETTLE USER MANUAL Non Uniform Loads Import Figure 4 32 Residual Settlement window Tutorial 2d 4 6 Additional enforced dewatering Tutorial 2e Temporary preloading by enforced dewatering is an alternative for part of the temporary preloading by soil raise MSettle supports different enforced dewatering methods including Menard consolidation IFCO sand screens and BeauDrain strip drains In this case enforced dewatering of strip drains with rectangular grid BeauDrain has been combined with a small temporary soil raise of 0 5 m Figure 4 33 Installation Beau Drain system Tutorial 2e 45 Open the Save As window and save the current project as lt Tutorial 2e gt TUTORIAL 46 Modify the temporary preloading in the Non Uniform Loads window according to Figure 4 34 and click OK to confirm Non Uniform Loads x Generated load Ad men zs enews I Generate F Initial load Time Sequence of loading v End time Total unit wei Above phreatic level Below phreatic level days 161 uf days 840 kN m3 18 00 IkN m2 20 00 Import from Database X co ordinate m Y co ordinate m ewm cmos ee 35 000 9 750 36 500 10 250 65 500 10 250 67 000 9 750 Figure 4 34 Non Uniform Loads window Temporary preloading
219. e Benchmark MSettle Error model days m File m A Isotache C 0 944 18 40 bm3 9a 18 21 1 04 2 820 13 83 14 00 1 21 4 650 11 75 12 06 2 57 B NEN C 0 944 18 40 bm3 9b 18 22 0 99 Koppejan 2 820 13 83 14 01 1 28 4 650 11 75 12 06 2 57 C Isotache kv 0 944 19 54 bm3 9c 19 35 0 98 2 820 16 22 16 12 0 62 4 650 13 92 13 94 0 14 D NEN ky 0 944 19 54 bm3 9d 19 35 0 98 Koppejan 2 820 16 22 16 12 0 62 4 650 13 92 13 94 0 14 E Isotache kv 0 944 19 63 bm3 9e 19 38 1 29 strain 2 820 16 79 16 31 2 94 dep 4 650 14 67 14 18 3 46 F NEN ky 0 944 19 63 bm3 9f 19 38 1 29 Koppejan strain 2 820 16 79 16 31 2 94 dep 4 650 14 67 14 19 3 38 21 m o m ku m a 13 Spreadsheet Cv MSettle Cv bm3 9a and bm3 9b Spreadsheet kV constant 11 MSettle kV constant bm3 9c and bm3 9d Spreadsheet kV strain dep MSettle kV strain dep bm3 9e and bm3 9f Hydraulic head at the middle of the drained layer m 0 1 1 10 100 Time days Figure 22 14 Benchmark 3 9 Comparison between MSettle and the spreadsheet results for different types of storage Use MSettle input files bm3 9a sli till bm3 9f sli to run this benchmark 372 MSETTLE USER MANUAL 22 10 Hydraulic head distribution in stationary phase using vertical drainage Darcy consolidation Description A layer height h 20 m with a constant initial piezometric level of m 1 m is consolidated by mean
220. e Error days mm File mm 99 A Terzaghi Pc 3 0 72 bm3 2a 0 72 0 00 NEN 8 2 86 2 86 0 00 B POP 3 0 89 bm3 2b 0 89 0 00 EN 8 3 46 3 46 0 00 C OCR 3 4 42 bm3 2c 4 43 0 23 m 8 7 08 7 08 0 00 D Eq 3 4 10 bm3 2e 4 12 0 49 age 8 6 81 6 82 0 15 E Darcy Pc 3 0 72 bm3 2f 0 72 0 00 NEM 8 2 86 2 86 0 00 F POP 3 0 89 bm3 2g 0 89 0 00 m 8 3 46 3 46 0 00 G OCR 3 4 42 bm3 2h 4 43 0 23 NE 8 7 08 7 08 0 00 H Eq 3 4 10 bm3 2j 4 12 0 49 age 8 6 81 6 82 0 15 Use MSettle input files bm3 2a sli till bm3 2h to run this benchmark 22 3 Settlements acc to NEN Bjerrum model during loading and un re loading steps drained layer Description The same oedometer test as benchmark 3 1 8 22 1 is performed using the NEN Bjerrum model instead of the NEN Koppejan model Benchmark The same input values as benchmark 3 1 8 22 1 are used except for the NEN Bjerrum parameters which are e Ratio RR 0 022 CR 0 22 and C 0 01 cases b d f and h e Index G 0 008 C 0 12 Ca 0 01 and eo 0 15 cases a c e and g Four types of variables are used to simulate the pre consolidation process e preconsolidation pressure op 8 kPa bm3 3a and e e pre overburden pressure POP 5 kPa bm3 3b and f e over consolidation ratio OCR 1 2 bm3 3c and g e equivalent age tage 10 days bm3 3d and h VERIFICATION The calculation without consolidation yields the analytical solution given by equation 43 page 299 16 1 2
221. e initial stresses and if the load load should not cause any creep or consolidation MSettle sets the time of application at 1 Time The number of days before the load will be applied For initial loads the time is set to 1 Unit The weight of the load per m3 For unloading a negative value can be weight entered Zero is not allowed 208 MSETTLE USER MANUAL Height Height of the load For an inverted trapezium enter a negative height Xi Length of the left part of the load Xm Length of the middle part of the load Xr Length of the right part of the load The total length of the three parts must be greater than zero Xp X co ordinate of the starting point left side of the load Y Y co ordinate of the starting point left side of the load Circular Loads Loads with circular base may act on or in the geometry See 13 3 for background information Other Loads xj Load name C Trapeziform Vi ad G Circular Time tayi o 0 C Rectangular Magnitude kN m 4o000 00 C Uniform Contact shape factor 0 500 X Im 10 000 Y Im 1 000 22 Im 6 000 Radius R 1m 3 000 J Generate Cancel Help Figure 9 44 Other Loads window with Circular load Initial load Enable this box if the load affects only the initial stresses and if the load should not cause any creep or consolidation MSettle sets the time o
222. e key This also stops adding polylines altogether A different way to end a polyline is to double click the left hand mouse button Then the polyline is extended automatically with an end line This end line runs horizontally from the position of the double click to the limit of the geometry in the direction the last line of the polyline was added Therefore if the last line added was defined left to right the end line will stop at the right limit NOTE By finishing adding a polyline this way it is possible to start adding the next polyline straight away Add PL line s Click this button to add a piezometric level line PL line Each PL line must start at the left limit and end at the right limit Furthermore each consecutive point must have a strictly increasing X co ordinate Therefore a PL line must be defined from left to right starting at the left limit and ending at the right limit To enforce this the program will always relocate the first point clicked left hand mouse button to the left limit by moving it 254 MSETTLE USER MANUAL horizontally to this limit If trying to define a point to the left of the previous point the rubber band icon indicates that this is not possible Subsequently clicking on the left side of the previous point the new point will be added at the end of the rubber band icon instead of the position clicked As with polylines it is also possible to end a PL line by double clicking the left han
223. e of consolidation is the actual settlement divided by the settlement which will be reached after infinite time MSettle result The time dependency in the material behavior according to NEN Koppejan is switched off by choosing high numbers for secondary compression The pre consolidation stress is also chosen above the maximum stress in the soil MSettle results are found in the Part of final settlement column of the Residual Times table in the Report window Table 20 5 Results of benchmark 1 5 Degree of consolidation Time Benchmark MSettle Relative error days 95 9o 9o 1 46 89 46 80 0 19 10 98 86 98 77 0 09 Use MSettle input file bm1 5 sli to run this benchmark 20 6 Stress distribution under the corner of a rectangular load acc to Buisman Description A layer is loaded by a rectangular load magnitude q 35 kN m length L 6 m width B 3 m The change in vertical stress due to this rectangular load is calculated using an equation from literature Benchmark The integration of the stress distribution equation under a uniformly loaded rectangular area according to Buisman has been solved in Lit 22 The change in vertical stress is given by the following equation BLyBg E 2y B y y B P y 2 2 114 Ao dy arctan Y 4r 2 2p ER Bo y Bo y 2 2 go ey arctan 2p Ey L Py VERIFICATION 339 The change in vertical stress is calculated at different depths see results in Tab
224. e of loading change the order of the loads in the list by moving them up or down End time The time at which a temporary load is removed Total unit weight above the phreatic level The unit weight of the unsaturated soil above the phreatic line Use negative values in case of unloading Total unit weight below the phreatic level The unit weight of the saturated soil below the phreatic line Use negative values in case of unloading X co ordinate X co ordinate horizontal of points that define the surface of the load The X co ordinates must be ascending The first and last co ordinate must be located on the surface of the last defined load Y co ordinate Y co ordinate vertical of points that define the surface of the load The first and last co ordinate must be located on the surface of the last defined load The imet enbsss button allows to connect material properties from a soil type to a load This button can only be clicked if a location of an MGeobase database was specified in the Program Options window 8 8 2 3 MSettle will derive the saturated REFERENCE 205 and unsaturated unit weight from the selected soil type MSettle will also derive the strength properties from the database when writing an MStab input file for a stability analysis 8 11 10 Import Gamma Wet Dry from Databasepes Materials Gravel sl sil loose Gravel sl sil moderate Gravel ve sil moderate
225. e to view the input file 9 1 1 Model On the menu bar click Project and then choose Model to open the input window The available options will depend on the available modules 8 8 2 5 For an overview of different model limitations see 8 1 5 166 MSETTLE USER MANUAL Dimension Calculation model Consolidation model Vertical drains Reliability Analysis x Dimension C 1D 2D Calculation model Fit for settlement plate Horizontal displacements NEN Bjerrum Cr Cc Ca sotache natural strain a b c C NEN Koppejan Cp Cs E Naua stren Consolidation model Terzaghi C Darcy Figure 9 1 Model window With 2D geometry the effect of different load types on multiple verticals in a two dimensional geometry can be analyzed With the reduced capabilities of 1D geometry the effect of uniform loading along one vertical can be analyzed The NEN Bjerrum model 8 16 1 uses the common parameters C Ce and C and represents today s international de facto standard The model uses a linear strain assumption The Isotache model 8 16 2 is similar to the NEN Bjerrum model but uses the natural strain parameters a b c Natural strain can be advantageous if large strains are expected It makes parameters stress objective and prevents prediction of unphysical large deformations The traditional Dutch NEN Koppejan model 8 16 3 might be a logical choice if the model matches available h
226. e unrealistic saturated and unsatured weights used Use MSettle input files bm3 4a sli till bm3 4f sli to run this benchmark 22 5 Initial and final stresses distribution of a multi layered system Description This benchmark checks the initial and final stresses distributions of a multi layered system for both Darcy and Terzaghi consolidation models The input data s for each layers are given in Table 22 8 PL lines nr 1 2 3 and 4 are respectively at depths 1 m 2 m 3 m and 6 5 m Two cases are checked e Case 1 the phreatic line is above the ground surface i e PL line nr 1 e Case 2 the phreatic line is below the ground surface i e PL line nr 4 VERIFICATION 361 Table 22 8 Geometry and properties of the different layers Layer nr Top level Thickness Drained PL line nr Yunsat Jat m m top bottom kN m kN m 1 0 5 0 5 No 2 3 12 5 15 2 0 0 5 Yes 1 1 17 20 3 1 1 No 4 99 12 5 15 4 2 3 No 99 3 12 5 15 5 5 1 Yes 0 0 17 20 6 6 1 5 No 4 2 12 5 15 7 7 5 1 5 No 0 0 12 18 8 8 2 No 3 4 12 5 15 Benchmark The initial hydraulic head at the top and bottom of each layer corresponds with the inputted piezometric level see Table 22 8 on condition that 9 2 z to avoid negative pore pressures The hydraulic head inside a layer is calculated by linear interpolation between the top and the bottom The pore pressure is p y t 7 o y t y tp yt The total stress is at the bottom of layer iis c t o
227. e visible part NOTE Click the right hand mouse button in the Time History graph and select the View Data option to view all chart data for convenient export to spread sheets 240 MSETTLE USER MANUAL 11 6 Depth History The Depth History window from the Results menu displays graphs of settlements and stresses against the depth per vertical Results displayed depend on the consolidation model e 8 11 6 1 For Terzaghi consolidation model graphs of settlements and initial and or final stresses and preconsolidation pressure versus the depth per vertical are displayed e 8 11 6 2 For Darcy consolidation model graphs of settlements and stresses against the depth per vertical at a particular time are displayed 11 6 1 Depth History Terzaghi For the Terzaghi consolidation model the Depth History window displays e Graphs of initial or and final stresses water total and effective stresses and preconsolidation pressure versus the depth per vertical e Graph of settlements at a particular time or horizontal displacements against the depth per vertical The preconsolidation pressure distribution red dotted line corresponds to the initial preconsolidation pressure maximum between the inputted value 8 9 2 and the initial effective stress It is available only for NEN Koppejan model Depending on the selected option for Preconsolidation pressure within a layer in the Calculation Options window 8 10 1 the preconsolidation pre
228. econsolidation pressure the secondary settlement for one loading can be calculated from 61 e os t sz Og lt O lt Op s To O9 e If the vertical stress is larger than the preconsolidation pressure the secondary settlement for one loading can be calculated using the following equation 62 ec T aod ie in 22 rI tog 14 In 2 O09 0 6 hy C To OQ C To Op where Cp Primary compression coefficient below preconsolidation pressure C Primary compression coefficient above preconsolidation pressure Cs Secular compression coefficient below preconsolidation pressure Cs Secular compression coefficient above preconsolidation pressure Ahprim Primary settlement contribution of a layer m Ahs Secondary settlement contribution of a layer m ho Initial layer thickness m Oo Initial vertical effective stress kN m Op Preconsolidation pressure kN m t Time days To Reference time days 16 3 2 NEN Koppejan Swelling For NEN Koppejan the swelling can be formulated as 306 MSETTLE USER MANUAL Ah 63 pim 1 In 2 l log t in 2 9 lt Gg h Ap OQ A To O9 where A Primary swelling coefficient A Secondary swelling coefficient NOTE The A parameter will also be used in case of load removal A large value of A implies that there will be no effect of load removal on creep A large value is therefore only valid for cases with initial unloading 16 3 3 NEN
229. ective is to convert Deltares s knowledge into practical geo engineering services and software Delft GeoSystems has developed a suite of software for geotechnical engineering Besides software Delft GeoSystems is involved in providing services such as hosting online monitoring platforms hosting on line delivery of site investigation laboratory test results etc As part of this process Delft GeoSystems is progressively connecting these services to their software This allows for more standardized use of information and the interpretation and comparison of results Most software is used as design software following design standards This however does not guarantee a design that can be executed successfully in practice so automated back analyses using monitoring information are an important aspect in improving geotechnical engineering results INTRODUCTION 31 Delft GeoSystems makes use of Deltares s intensive engagement in R amp D for GeoBrain GeoBrain s objective is to combine experience expertise and numerical results into one forecast using Artificial Intelligence Neural Networks and Bayesian Belief Networks For more information about Delft GeoSystems geotechnical software including download options visit http www delftgeosystems nl or choose the Delft GeoSystems Website option from the Help menu of MSettle 1 12 Acknowledgements The former Road and Hydraulic Engineering Division Rijkswaterstaat DWW of the Dutch Ministry of
230. ed dewatering error days Filename m Filename m 96 1 50 bm3 11a 0 302 bm4 9a 0 302 0 00 200 0 695 0 695 0 00 400 2 016 2 016 0 00 10000 2 584 2 584 0 00 2 50 bm3 11b 0 281 bm4 9b 0 281 0 00 200 1 654 1 654 0 00 400 1 860 1 860 0 00 10000 1 992 1 992 0 00 3 50 bm3 11d 0 556 bm4 9c 0 556 0 00 200 0 948 0 948 0 00 400 1 753 1 753 0 00 10000 2 197 2 197 0 00 4 50 bm3 11e 0 302 bm4 9d 0 302 0 00 200 1 637 1 637 0 00 400 1 999 1 999 0 00 10000 2 566 2 566 0 00 5 50 bm3 11g 0 281 bm4 9e 0 281 0 00 200 0 605 0 605 0 00 400 1 436 1 436 0 00 10000 1 969 1 969 0 00 6 50 bm3 11h 0 556 bm4 9f 0 556 0 00 200 1 430 1 430 0 00 400 1 778 1 778 0 00 10000 2 197 2 197 0 00 Use MSettle input files bm4 9a sli to bm4 9f sli to run this benchmark 416 MSETTLE USER MANUAL 23 10 Final settlement using water loads to simulate drains Terzaghi Description The same inpus as benchmark 3 11 8 22 11 is used except that the different dewatering steps of the vertical drainage are replaced by water loads with an equivalent piezometric level equals to the average stationary hydraulic head calculated by the Terzaghi model Values are given in Table 23 18 for the nine checked cases Table 23 19 Cases overview for benchmark 4 10 Case Drain Soil model Input Grid Time PL line type dewat days m A Sand Isotache Off 200 1 833 B wall NEN Bjerrum Simple 50 and 400 1 8
231. ee eene 316 17 7 1 Linear NEN Bjerrum parameters cesses eene nennen 317 17 7 2 Linear NEN Koppejan parameters eese 318 17 7 3 Natural and linear Cam Clay creep parameters eeeeeeeses 318 18 SPECIAL CALCULATIONS 321 18 1 Fit for Settlement Plate 1 25 c eccuedsnscdedaneucseeseadcdeennsndcedeencdedessssuscasdacuacswaseesens 321 18 2 Reliability Analysis vsisscasvvssedesvasdesessavsccssescevaedsscdccscesdeceusscdscsansdeveatescceussdececes 323 18 2 1 Stochastic distributions and parameters eeeeeeeeeeeeeeeeeeeeee 323 18 2 2 Initial and updated parameter covariance eeeeeeeeeeeeeeeeee 325 18 2 3 Sensitivity analysis with influencing factors eeeeeeeessss 326 18 2 4 Probabilistic methods eeeeeeeeeeeeeeeeee esee eee 327 18 3 Horizontal Displacements sssssessesssssssesssessseessesssecssesesesssesesesssessseessesssesssresseess 328 18 3 1 Principles of De Leeuw method eeeeeeeeeeeeeeeeeeeee eene 328 E AB Blue c 329 18 3 3 E lt MOQUuus iscsi P 330 VERIFICATION 331 19 BENCHMARKS INTRODUCTION 333 20 BENCHMARKS FROM LITERATURE EXACT SOLUTION 335 20 1 Stress distribution acc Buisman sssseccseseneeeseseseeeseeensneaeaeaeaeaeaeaeeeeeeeeees 335 20 2 Strip load at surface acc to Flamant ce eeessesssecesesesesssseeeeeereeessseeeeeeees 336 20 3
232. ee eh thue ones ene ek khe e EE ERR yen ID ed LEUR RR Fan a rea 169 9 L4 View Input File eee eee eo eee e ea ean n t ee n oa n e ee aee ee eoe aea ye eese eve poaae eais 173 G 2 Tlbu3dipeT P M 173 9 2 1 Materials Database ie eere esee eere eere ee aeo a e e pe eo ee ee eva ee o Sason 174 9 2 2 Materials Parameters Terzaghi ccce 175 9 2 3 Materials Parameters Darcy csseeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeees 176 9 2 4 Materials Parameters Isotache ccce eene 177 9 2 5 Materials Parameters NEN Bjerrum eceeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeees 179 9 2 6 Materials Parameters NEN Koppejan ssseeeeeeeeeeseeeeeeeeeeeeeeeeees 181 9 2 7 Materials Reliability Analysis eeeeeeeeeeeeeeeeeeee ee 183 9 2 8 Materials Horizontal Displacements ceseeseeeeeeeeeeeeeeeeeeeeeeeees 184 93 Geometry MENU o apin IET 185 e Pe E RR S PCT O ETO T E T OEE TEE E 186 9 3 2 New Wizard ii secre eye nenas iar ar MO DRESS EEEN ET 186 PAIEMENT 190 9 3 4 Import from Database iic ccsscccsssssscssssessesssssasssssssdsesssssasessssedsessasesvesses 190 OEC MEN S qp 191 TABLE OF CONTENTS 9 3 6 Export as Plaxis DOS eS A7 E Ennii RE 9 38 POInES ci cvsteverecevenss ei REE A E E A 9 3 9 Import PL line 93 10 PL Lu C mb cC TREES 9 3 11 194 9 3 12
233. een MSettle and the spreadsheet results for POP compression Use MSettle input files bm3 1a sli till bm3 1h sli to run this benchmark 22 2 Settlements acc to Isotache model during loading and un re loading steps drained layer Description The same oedometer test as benchmark 3 1 8 22 1 is performed using the Isotache model instead of the NEN Koppejan model Benchmark The same input values as benchmark 3 1 8 22 1 are used except for the Isotache parameters which are a 0 01 b 0 1 and c 0 04 Four types of variables are used to simulate the pre consolidation process e preconsolidation pressure o 8 kPa bm3 2a and e e pre overburden pressure POP 5 kPa bm3 2b and f e over consolidation ratio OCR 1 2 bm3 2c and g e equivalent age tage 10 days bm3 2d and h The calculation without consolidation yields the analytical solution given by equation 58 page 303 8 16 2 2 Settlements deduced from natural strain are equal to s t hy 1 exp t 354 MSETTLE USER MANUAL MSettle result The settlements calculated by MSettle are exported to the spreadsheet using the View Data option in Time History window for comparison The settlements after 3 and 8 days are given in Table 22 3 Table 22 3 Results of benchmark 3 2 Settlements acc to Isotache model for different cases Case Model Type Time Benchmark MSettl
234. efault all scaling parameters are selected NOTE The scaling factors for un reloading and secondary compression are not applied to the parameters themselves but to the ratio of that parameter with the parameter for primary virgin compression b CR 1 C Increasing the parameters for primary virgin compression will therefore yield more settlement in all parts of the curve Increasing the two ratios will yield a separate increase in respectively the primary settlement during un reloading and the secondary creep settlement Increasing the preconsolidation stress POP OCR will reduce the settlements at low loading levels Increasing the permeabilities or consolidation coefficients will speed up the settlement process by reducing the consolidation period Click this button to change the default stop criteria for the iteration process during automatic fitting Figure 10 6 Besides the maximum number of iterations you can also define the target value for the coefficient of determination Finally you can specify the minimally required improvement of this coefficient during a single iteration iteration accuracy Click this button to perform automatic fitting by iterations If the match after a single fit is not yet satisfactory you can click the button again for continued iterations A progress window indicates the goodness of fit during the iteration process Figure 10 7 This information is also displayed in the main window In case of
235. ely 3 80 0 61 m Note that those values can vary from a calculation to another due to a different sampling for each calculation EEG Eos S Coddencerimvd d 50 mm Time days Vertical 1 X 50 000 m Z 0200 m Method NEN Bjerrum wtn Darcy Monte Cario Figure 4 48 Time History Reliability window Total settlement vs Time with Band width for Monte Carlo method Tutorial 2g 65 Then open the Residual Settlement Reliability window from the Results menu Figure 4 49 Using the right hand mouse button open the Chart Data window Figure 4 50 and check that the residual settlement after 900 days is approximately 0 14 0 06 m with a failure probability residual settlement larger than 0 15 m of 56 Note that those values can vary from a calculation to another due to a different sampling for each calculation Note also that the mean final and residual settlements from a Monte Carlo analysis are larger than results from a deterministic calculation 104 MSETTLE USER MANUAL accion Figure 4 50 Chart Data window Residual settlement and Band width tabs Tutorial 2g 4 9 Conclusion This tutorial presents the different stages of a project leading to use vertical strip drains with enforced dewatering in combination with temporary preloading in order to accelerate the consolidation pr
236. en Darcy and Terzaghi models in a simple case cesesececececececececececeeecececececececececeeeseeeeeeers 397 23 2 Settlements curve during consolidation process Comparison between Darcy and Terzaghi models in a complex case eseeeeeeeeeeeeeeeeeeee nennen enne 398 23 3 Settlement using the Maintain Profile option eeeeeeeeeeeeeeeeeeeeeeee 400 23 4 Fit factors from a Fit for Settlement Plate calculation ssssss 402 23 5 Initial stresses using Imaginary Surface option eeeeeeeeeeeeeeeeeeeeeees 406 23 6 Initial stresses due to an Initial Load eeeeeseeeeeeeeeeeeeeeenn nennen 407 13 14 MsETTLE USER MANUAL 23 7 Comparison of Isotache NEN Bjerrum and NEN Koppejan settlements using conversion fornulas nee keit eee ee ru eee eS een PEE ERAS VR FER E YER USE LASER EEs 408 23 8 Settlement curve during consolidation process with vertical drainage Comparison between Darcy and Terzaghi models eeeesseeesss 412 23 9 Terzaghi with vertical drainage Modeling dewatering off and simple using equivalent detailed input eeeeeeeeeeeeeeeeeeeeeeseeee ennt 414 23 10 Final settlement using water loads to simulate drains Terzaghi 416 23 11 Settlement acc to approximate submerging model sesuuus 417 23 12 Effect of the
237. enchmark 20 4 Settlement acc to NEN Koppejan with secondary compression Description The time dependant settlement of a cubic element of soil is calculated in Lit 21 The deformation behavior of the soil is according to NEN Koppejan Secondary compression occurs Due to the loading of the soil and its initial state the pre consolidation stress must be taken into account Benchmark In Lit 21 page 429 the settlements for loading under the pre consolidation stress and above the pre consolidation stress are calculated Since NEN Koppejan rule is not consistent for the number of layers the number of layers is prescribed to be 10 MSettle result MSettle results are found in the Report window Table 20 4 Results of benchmark 1 4 Settlement according to NEN Koppejan with secondary compression Benchmark MSettle Relative error mm mm 9o 10 days primary 2 6 2 7 3 70 secondary 0 7 0 7 0 00 10 days total 5 4 5 5 1 82 Use MSettle input file bm1 4 sli to run this benchmark 20 5 One dimensional consolidation Description A cubic soil element is loaded and the one dimensional consolidation is calculated in Lit 21 The outflow of water is possible at both the top and the bottom of the sample The soil stiffness is independent of the effective stress 338 MSETTLE USER MANUAL Benchmark In Lit 21 page 429 the consolidation is expressed as the degree of consolidation as a function of time The degre
238. eoretical solution for one dimensional consolidation to modify directly the drained settlement solution The Darcy model solves the transient development of excess pressures and settlements using Darcy s general storage equation Both models use equal input 8 15 1 e The initial hydraulic head distribution from piezometric level lines at each layer boundary e The position of the phreatic line e The soil weight e The consolidation coefficient C per layer The calculation process and the output results are different e Terzaghi 8 15 2 allows for quick and direct predictions of primary and secondary settlements including the approximate influence of consolidation e Darcy 8 15 3 enables a more accurate prediction of the transient pore pressure development by stepwise solution of excess pore pressures The Darcy model also allows for stepwise determination of the effective stress by submerging of layers and loads The influence of vertical drains on pore pressure development can be analyzed with both models 8 15 4 284 MSETTLE USER MANUAL 15 1 Hydraulic head distribution 15 1 1 Piezometric level lines A piezometric level line PL line represents the initial and transient hydraulic water head excluded the excess component A PL line can be defined for the top and bottom of each soil layer 8 9 3 10 8 9 6 2 E PL lin3 _ PL line 2 PL line 2 PL line 1 N PL line 1 2 SN 99 99
239. er a layer boundary or a non uniform load The settled geometry can be drawn with an enlarge factor that can be defined in the Settled Geometry tab of the Project Properties window 8 9 1 3 The display settings of this window can be modified here To do this either choose the Properties option in the Project menu or click the right mouse button anywhere in the drawing and choose View Preferences from the pop up menu Figure 11 16 Settled Geometry window 11 9 Write Settled Geometry Once a calculation has been made the settled geometry can be saved In that way a standard M Series geometry file can be created 244 wsETTLE USER MANUAL Enable the Add non uniform loads as layer boundaries checkbox to save the inputted non uniform loads as layer boundaries This is possible if e the volumetric mass of the load is positive e the non uniform load is located above the surface Write Settled Geometry x Time days 500 C Part of end settlement 21 c Vertical 1 Y JV Add non uniform loads as layer boundaries Iv Add superelevation CERE Figure 11 17 Write Settled Geometry window If the calculation was performed using the Maintain Profile option 8 10 1 2 it is possible to enable the Add Superelevation checkbox to adapt the settled geometry with a superelevation load before writing it to file MSettle can only generate a settled geometry if verticals were defined at all geometry points that are used in ei
240. eration 1 of 5 Figure 10 7 Plate Test Calculation Progress window a gom S feit Ves Sj ce Denied ion s Vett 2000 amp 0000 tact wii Torr ntur Figure 10 8 Time History Fit window NOTE Right click in the Time History graph and select the View Data option to view all chart data for convenient export to spread sheets After a fit the Results menu will show all the available results for the selected vertical using the scaled parameters Figure 10 9 REFERENCE 223 Results Tools Window Help Report Selection Report Fit CtrleR Stresses in Geometry Fit Dissipations Time History Fit Stresses Fit Re nent Figure 10 9 Available results after a fit NOTE To apply the scaled parameters to all verticals and to generate other types of calculation results select the Use fit parameters option in the Start Calculation window 8 10 4 10 4 Start Calculation To start the actual calculation choose the Start option in the Calculation menu The Options button allows to chose the calculation options if not already done by opening the Calculation Options window 8 10 1 Options sar When the calculation is started MSettle will first check if the input contains any fatal errors If the input contains errors they are reported in the Error Messages window 8 10 4 3 and they must be corrected If the input contains no errors the calculation will sta
241. errors generated during calculabon 1 MSettle will incorporate submerging as a one off load reduction at time zero due to the imitations of the Terzaghi model Use the Darcy model for a gradual weight reduction of soil and loading during submerging 2 The Terzaghi model uses one consolidation coefficient for loading unioading This can underestimate residual settlements after unloading Switch to Darcy for more accurate calculations of the consolidation stage 3 Drained sail cannot be used in combination with dewatering of vertical drains 4 Drained soil cannot be used in combination with dewatenng of verpcal drains End of Report Figure 11 8 Report window Warnings and errors 236 MSETTLE USER MANUAL 11 3 Stresses in Geometry Choose the Stresses in Geometry option in the Results menu to display the initial or final stress per vertical drawn in the geometry The blue part represents the water pressure and the dark green part represents the additional effective stress Use the Stresses in Geometry tab in the Project Properties menu to change visibility settings This window can also be displayed by clicking the right mouse button anywhere in the drawing and then choosing View Preferences from the pop up menu Use the Pan and Zoom El buttons to select the visible part N Merci 30 12000 2 0000 my Method MN Beca s ez rew rae Figure 11 9 Stresses in Geometry window 11 4 Dissipations This option is
242. ertain water level and air pressure is active Underpressure This value is zero for vertical drains without enforced underpressure In case of enforced dewatering or vacuum consolidation on top it represents the enforced underpressure Pair at time t Usual values for enforced dewatering methods vary between 35 and 50 kPa Lit 20 Water head The vertical level where the negative pore pressure equals the enforced underpressure during dewatering In case of enforced dewatering on top the level is equal to the top level of the drain In case of vacuum consolidation the level is equal to the impermeable cover of the drainage layer measured at the location where the underpressure is applied Vertical Drains Sand wall Figure 9 36 Vertical Drains window Sand wall Positioning input Bottom position The vertical co ordinate of the bottom end of the granular wall Centre to centre The centre to centre distance between the granular walls distance Width The width of the granular wall Position of the Only for enforced dewatering The vertical co ordinate of the drain pipe drainage tube at the bottom of the vertical drain Zpipe Erdcrcedd Dewwatmeng Erkoced Dewsterng Erice evanierire G g C Simple Inout C Qetsledingut co G Single ine C Detsedinpa co C Secleirpa C Dotted beet Stat of Drainage eru Panamesens ka Semele Mode E Teva days UnderresnseiiPa Tube pressure kPa Stat ot dr
243. esaorencnsds 230 Report selection eee 230 Residual settlements Restrictions circular loads ee eeeeeeenaeeos 208 rectangular loads 209 LET D e esee nen eae Ep ne eei ene 229 depth history graph Darcy 241 depth history graph Terzaghi 240 dissipations sns 236 TOP OU 2 cast vxt o bx rae ko eeu Lope sedo se epe dua de 230 report selection s es 230 residual settlements 242 residual settlements reliability 247 settled geometry eees 243 stresses in geometry 236 time history graph Darcy 239 time history graph Terzaghi 237 time history graph reliability 246 write MStab input 244 write settled geometry 243 Right mousse button 263 Secondary compression coeff See Coeff of secondary compression Secondary compression constant c 26 179 Secondary swelling constant As 183 Section Background erect rette 269 IntroQuCon occi rete o eese eos egeta 15 Reference 157 T totlal ien e oe eret 43 Venfication eec eerie tinae ines 331 Secular compression coefficient Cs 26 183 Select Select mode D ttOti i loeo nero eee re eeu m ene 37 Selection ACCUTACY PR DR MM ambiguity geometry elements
244. essibility The fit factors during the fit are displayed in the Fit for Settlement Plate window An acceptable match between fit and measurements by modification of soil parameters might hide that model limitations and loading uncertainties are in reality sometimes also a major cause of deviations between the initial prediction and the measurements Therefore a fit result can only be trusted if the initial soil parameters were determined accurately and if the variation of the fit factors in different cross sections is realistic compared to the natural variability in the soil parameters Fit for Settlement Plate xj Vertical EES Measurements Materials Plate positioned on top of 3 Clay w Soil model NEN Bjerrum ES Consolidation model Darcy MI Fit Show Current Iteration Peat Em EL eser v Sand Pleistocene Fit results Coefficient of determination 0 961 Imperfection 0 04 m Ratio primary secondary settlement 80 20 Fit factors Current Previous Weight I Reloading Compression ratio RR CR 1 074 1 006 10 00 v Compression ratio CR o3 rom Bo IV Ratio Compression CaCR roo ow oo v Preconsolidation stress POP or OCR psy ioo Bo JV Vertical permeability kv a6 poo o Reset Drained soil cannot be used in combination with dewatering of vertical drains p En Figure 5 14 Fit for Settlement Plate window Materials tab Fit factors after fit Tutorial
245. esults because Terzaghi theorie assumes time dependent dissipations whereas Darcy theorie assumes strain dependent dissipations Therefore to compare Terzaghi and Darcy dissipations in a proper way the deformation must be almost zero or the consolidation coefficient for Terzaghi must be adapted see 8 23 1 23 2 Table 22 16 Results of benchmark 3 8 Final settlements Consolidation Soil model Spreadsheet MSettle model mm File Terzaghi NEN Koppejan 6 98 bm3 8a Isotache 7 66 bm3 8b NEN Bjerrum 8 16 bm3 8c Darcy with NEN Koppejan 6 98 bm3 8d Cv storage Isotache 7 66 bm3 8e NEN Bjerrum 8 16 bm3 8f Table 22 17 Results of benchmarks 3 8a b c Terzaghi model mm 6 96 7 66 8 18 6 14 7 47 7 53 Relative error 96 0 29 0 00 0 24 13 68 2 54 8 37 Dissipations in 369 VERIFICATION time Time Spreadsheet MSettle Relative error days 0 1 5 37 5 25 2 29 0 95 16 16 16 14 0 12 9 66 51 47 51 50 0 06 80 98 86 98 86 0 00 Time days 0 10 20 30 40 50 60 70 80 0 r r T r r T r Spreadsheet NEN Koppejan model 0 001 4 MSettle NEN Koppejan with Terzaghi bm3 8a MSettle NEN Koppejan with Darcy Cv bm3 8d Spreadsheet Isotache 0 002 1 4 MSettle Isotache with Terzaghi bm3 8b MSettle Isotache with Darcy Cv bm3 8e 0 003 Spreadsheet NEN Bjerrum E a MSettle NEN Bjerrum with Terzaghi bm3 8c
246. et m MSettle m Relative error days Vert 1 Vert 2 File Vert 1 Vert 2 Vert 1 Vert 2 G 50 0 280 0 280 bm3 11g 0 281 0 281 0 36 0 36 200 0 605 0 605 0 605 0 605 0 00 0 00 400 1 436 0 887 1 436 0 888 0 00 0 11 10000 1 970 1 970 1 969 1 970 0 05 0 00 H 50 0 556 0 556 bm3 11h 0 556 0 556 0 00 0 00 200 1 431 0 950 1 430 0 950 0 07 0 00 400 1 789 1 222 1 778 1 221 0 62 0 08 10000 2 198 2 198 2 197 2 198 0 05 0 00 I 50 0 300 0 300 bm3 11i 0 302 0 302 0 66 0 66 200 1 533 0 697 1 531 0 698 0 13 0 14 400 1 965 1 051 1 961 1 052 0 20 0 10 10000 2 597 2 566 2 591 2 566 0 23 0 00 Table 22 34 Results of benchmark 3 11 without drains Settlements Case Time Spreadsheet MSettle Relative error days m File m 96 J 50 0 300 bm3 11j 0 302 0 66 200 0 694 0 695 0 14 400 1 045 1 046 0 10 10000 2 566 2 566 0 00 K 50 0 280 bm3 11k 0 281 0 36 200 0 605 0 605 0 00 400 0 885 0 885 0 00 10000 1 970 1 970 0 00 L 50 0 556 bm3 11l 0 556 0 00 200 0 948 0 948 0 00 400 1 218 1 218 0 00 10000 2 198 2 198 0 00 Use MSettle input files bm3 11a sli till bm3 11l sli to run this benchmark VERIFICATION 385 Time days 0 1 1 10 100 1000 10000 1 5 Settlement m Spreadsheet Dew off Isotache MSettle bm3 11a Dew off Isotache Spreadsheet Dew simple NEN Bjerrum 2 5 MSettle bm3 11b Dew simple NEN Bjerrum Spreads
247. ever in the literature estimated results are available When verifying MSettle the results should be close to the results found in the literature Groups 3 4 and 5 of benchmarks will grow as new versions of MSettle are released These benchmarks are designed in such a way that new features specific to MSettle can be verified The benchmarks are kept as simple as possible so that per benchmark only one specific feature is verified As much as software developers would wish they could it is impossible to prove the correctness of any non trivial program Re calculating all the benchmarks in this report and making sure the results are as they should be will prove to some degree that the program works as it should Nevertheless there will always be combinations of input values that will cause the program to crash or produce wrong results Hopefully by using the verification procedure the number of times this occurs will be limited The benchmarks will all be described to such detail that reproduction is possible at any time In some cases when the geometry is too complex to describe the input file of the benchmark is needed The results are presented in text format with each benchmark description The input files belonging to the benchmarks can be found on CD ROM or can be downloaded from our website www delftgeosystems com 20 Benchmarks from literature exact solution This chapter describes a number of benchmarks for which an exact
248. f application at 1 Time The number of days before the load will be applied For initial loads the time is set to 1 Magnitude The magnitude of the load For unloading a negative value can be entered Zero is not allowed Contact shape factor The shape factor a is used to specify the shape of the contact pressure If a 1 the contact pressure is constant represents flexible footing If a 0 a parabolic distribution is used with 0 kN m in the centre and twice the magnitude at the edge represents rigid footing Xo X co ordinate of the middle point of the circle Yo Y co ordinate of the middle point of the circle Zo Z co ordinate of the middle point of the circle Radius The radius of the circle REFERENCE 209 Rectangular Loads Loads with rectangular base may act on or in the geometry See 8 13 4 for background information x Load name Wien C Circular Time days 0 Rectangular Magntude kN ms 5000 00 Uniform Contact shape factor fo soo Xp m foo NEES m ooo 23 wp poo width im 20 000 Z width ml fsoo Figure 9 45 Other Loads window with Rectangular load Initial load Enable this box if the load affects only the initial stresses and if the load should not cause any creep or consolidation MSettle sets the time of application at 1 Time The number of days bef
249. f load step n days To The reference time 1 day NOTE The expression for the final natural strain increment at the end of the load step is similar to equation 65 for the NEN Bjerrum model 17 3 The actual behavior of both the NEN Bjerrum model and the Isotache model during the first part of the load step will however be quite different due to the rate type formulation The value of t determines the influence of creep from previous load steps and can be determined by curve fitting For interpretation of common oedometer tests doubling of load each step however the assumption is justified that j is close to Zero 312 MSETTLE USER MANUAL Assuming that pore pressures are dissipated before the following load increment and assuming tsnit 0 c can be determined from the tangent of the tail of the natural strain increment by one virgin load increment Act af 70 C d tg n din t t j 6 gt Op This is illustrated in Figure 17 3 In t amp dAc AE d Ines tn Figure 17 3 Determining the Isotache natural secondary compression index c The Isotache natural compression index b for the virgin load step n follows by substitution of C into equation 69 Ae tat tn c In amp tn oe On 1 A more refined estimate of b can be found if the reference creep rate is known the strain rate after one day loading at the initial preconsolidation stress The strain increment Az shoul
250. faces are solved iteratively MSettle determines the time step sizes such that a stable solution is achieved under all practical circumstances 15 4 Vertical drains Three types of vertical drains can be modelled in MSettle e Strip drains e Column drains e Sand wall NOTE The initial and final head distributions can be different when using vertical drains The reason is that the vertical drains contribution 8 15 4 is not included during the initial head determination 15 4 1 Modified storage equation In case of vertical drains MSettle solves the average head between the drains along each vertical MSettle uses the modified storage equation 30 for Darcy and the modified consolidation equation 31 for Terzaghi The Terzaghi solution can be considered as an extension of the classic solutions by Barron Lit 4 and Carillo Lit 5 30 Ear i P in p n dp 0 for Darcy consolidation model dt ay E K d d 31 ao _ 1 dp P Parain 3 for Terzaghi consolidation model dy Cy dt A where 9 rain A Ww Ky BACKGROUND 291 The average value of the head between the drains m The head in the drain m See 15 4 2 for line shaped drains strip or column and 15 4 3 for plane shaped drains granular wall The so called leakage length m See 15 4 2 for line shaped drains strip or column and 8 15 4 3 for plane shaped drains granular wall The unit weight of water kN m The
251. file ASCII Contains echo of input and tabular results er Error file ASCII If there are any errors in the input they are described in this file gef Geotechnical Exchange Format file ASCII Contains measurements data slm SLM file ASCII Input of settlement and surface measurements 40 MSETTLE USER MANUAL 2 4 Tips and Tricks 2 4 1 Keyboard shortcuts Use the keyboard shortcuts given in Table 2 1 to directly opening a window without selecting the option from the bar menu Table 2 1 Keyboard shortcuts for MSettle Keyboard shortcut Opened window Ctrl N New Ctrl S Save Ctrl 0 Open F12 Save As Ctrl C Copy Active Window to Clipboard Ctrl P Print Report Ctrl M Model Ctrl T Materials Ctrl E Verticals F9 Start Calculation Ctrl R Report F1 MSettle Help 2 4 2 Exporting figures and reports All figures in MSettle such as geometry and graphical output can be exported in WMF Windows Meta Files format In the File menu select the option Export Active Window to save the figures in a file This file can be later imported in a Word document for example or added as annex in a report The option Copy Active Window to Clipboard from the File menu can also be used to copy directly the figure in a Word document The report can be entirely exported as PDF Portable Document Format or RTF Rich Text Format file To look at a PDF file Adobe Reader can be used A RTF file can be opened and edited wit
252. fitting by hand enter the scaling factors In case of automatic fitting the calculated scaling factors of the last iteration will be displayed The scaling factors at the start of the last fit An influencing factor for automatic fitting A low value means that the corresponding scaling factor can change easily during the iteration process Use a high value when the initial parameter values or ratios are considered reliable and a low value when these values are considered uncertain The default values are usually sufficient Click this button to reset all weights to their defaults Show the graph and data of the fit that is based on the Current factor values See Figure 10 8 Afterwards this graph is also available from the Result menu Figure 10 9 The correlation factor for the last fit A value close to 1 indicates a good match between measurement and prediction An average value for the differences between all measurements and predictions m A value close to 0 indicates a good match between measurement and prediction 222 MSETTLE USER MANUAL Ratio primary The ratio between the primary settlement and the secondary secondary settlement due to creep settlement Maximum number of iterations H Required iteration accuracy u o 0001000000 Required coefficient of determination H ps i ta m Figure 10 6 Iteration stop criteria window Coefficient of determination 0 272 Imperfection 1 049602 m It
253. g coefficient A sre un ge a P C Sw A NEN Koppejan Secondary swelling coefficient A dz diost gitar say OQ E y Unit weight o Water head kx ky Darcy permeability in horizontal and vertical direction Ck The constant for strain dependent permeability Kw Bulk modulus of water Help INTRODUCTION 27 1 8 Getting Help From the Help menu choose the MSettle Help option to open the MSettle Help window For help about the window which is currently active press F1 or click the Help button TM Do g amp Hee Bak Pot phos Contents indes Search MSelfie Version 8 2 7 Goling Suppart View irea amp amp 11 General Q 12 rpa TH 121 09d meru H 12250 meru CO 123 Geometry meru 19 1231 New 123 3 lmout 1234 Import hom Database 1225 Epot 1236 Export as Pisss DOS 123708 1238 Ponts 1239 Import Pline 12313 PL nes pes Layer 12310 PL nes 12211 Pheeatic Line P 12312 Layers 122 14 Check Geometry DQ 125 Water moru 126 Loads menu is 13 Calculation 14 View Results D iT 15 Genphacal Geomaliy Ing Home 12 Inout 12 3 Geometry meny 12 3 2 New Wizard 123 2 New Wizard To use the geometry wizard open te Geomey menu and choose New Wizard This option will guide the euer step by step through the process of creating geometry Using this wizard significantly reduces time and effort required to enter data The wizard uses predefined shapes and soil types f m
254. g the Calculation Times window Table 21 3 Results of benchmark 2 3 Surface settlement acc to NEN Koppejan Time Benchmark MSettle Relative error day m m 9o 1 total 1 198 1 197 0 08 10 primary 1 198 1 197 0 08 secondary 0 195 0 195 0 00 total 1 393 1 392 0 07 100 total 1 588 1 588 0 00 1000 total 1 783 1 783 0 00 10000 total 1 979 1 978 0 05 Use MSettle input file bm2 3 sli to run this benchmark 21 4 One dimensional consolidation Description A layered half space is loaded by a uniform load of 35 kPa The time dependant settlement of this one dimensional problem is calculated The settlement due to primary compression secondary compression and consolidation is calculated Benchmark In Lit 21 page 444 the settlement of the surface is calculated after 10 100 1000 and 10000 days 348 MSETTLE USER MANUAL MSettle result The total settlement after 10 100 1000 and 10000 days consolidation included are determined in MSettle using the Calculation Times window Table 21 4 Results of benchmark 2 4 Settlement with consolidation Time Benchmark MSettle Relative error days m m 9o 10 0 232 0 240 3 33 100 0 508 0 509 0 20 1000 0 958 0 959 0 10 10000 1 831 1 830 0 05 Use MSettle input file bm2 4 sli to run this benchmark 21 5 Total settlement acc to NEN Koppejan Description A layered half space is loaded by a non uniform load with a dry weigh
255. g the Maintain Profile option Description A 4 layers system is loaded with a non uniform load height Hia 2 m dry weight Yunsat 17 5 kN m and wet weight zat 20 kN m On one hand a calculation with the Maintain Profile option is performed for the three models NEN Koppejan NEN Bjerrum and Isotache in combination with the two consolidation models Terzaghi and Darcy in six different files bm4 3a till bm4 3f The Maintain Profile option starts at time t 60 days and uses a Sand filling material with a dry weight of jus 17 5 kN m and a wet weight of ya 20 kN m On the other hand a second calculation is performed for the six combinations of models bm3 g till bm3 l without the Maintain Profile option but using a compensation non uniform load with the following characteristics e A height equal to the final settlement calculated with the Maintain Profile option for each vertical e Aunit weight equal to the unit weight of the Sand filling material see above The extra amount of soil to be added to maintain the original profile for both type of calculation are compared for each model see Table 23 3 and expected to be the same MSettle result The accuracy for the Maintain Profile option is set to its minimum 0 01 m in the Calculation Options window of MSettle The settlements of the different verticals calculated with MSettle using the Maintain Profile option bm4 3a to bm4 3f are given in Table 23 3 and
256. ge term e The Terzaghi model does not calculate the actual effective pressures during consolidation but is based on an approximate adjustment of settlements from a drained solution See 8 1 5 1 1 5 1 Darcy vs Terzaghi The Darcy model uses a step wise accurate numerical solution of effective stress and pore pressure at different points in time and space The Terzaghi model uses a time dependent degree of consolidation according to the Terzaghi theory Lit 3 to adjust the drained settlement solution approximately for the effect of consolidation The Terzaghi model has a number of limitations compared to the Darcy model e The settlement after completed consolidation with the Terzaghi model will always be equal to the settlement from a drained solution even if unloading took place shortly after preceding loading e For the same reason the updated pre consolidation stress during reloading will be overestimated with Terzaghi if unloading took place before consolidation was finished e The combination of layers with different consolidation coefficients and the combination with vertical drains are also described more accurately with Darcy 24 MsETTLE USER MANUAL e The period of consolidation with Terzaghi will be equal during loading and un reloading while Darcy will show faster consolidation during un reloading e The influence of vertical drains and dewatering is averaged along a full layer in combination with Terzaghi This
257. ght e Time t 500 days second stage of the embankment construction 3 m height e Time t 1000 days third stage of the embankment construction 4 m height For this tutorial the a b c isotache model is used in combination with the Darcy consolidation model The a b c isotache model enhances the NEN Bjerrum isotache model by using natural strain based on deformed state instead of linear strain based on initial state Natural strains can be advantageous to prevent unphysical large deformations All parameters for the a b c Isotache model can be derived from common oedometer tests The OCR over consolidation ratio is the ratio between the initial vertical preconsolidation stress and the initial field stress The amount of initial over consolidation is an important value for the Isotache model because it defines the initial creep rate that would occur without additional loading Table 6 1 Soil type properties Tutorial 4 Peat Sand Saturated unit weight Yeat kN m 15 17 5 Unsaturated unit weight Jussat kN m 15 20 Overconsolidation ratio OCR 1 1 1 1 Consolidation coefficient C m s 5 x 10 Drained Reloading Swelling constant 10 10 Primary compression constant b 107 2 x 10 Secondary compression constant c 5x 10 10 122 MSETTLE USER MANUAL 6 2 Project To create a new file follow the steps described below 1 Click File and choose New on the MSettle menu bar 2 Select New geometry Figure
258. gure 9 16 is only available if the Horizontal displacements checkbox in the Model window 8 9 1 1 was marked The calculation of horizontal displacements is based on De Leeuw theory Lit 24 For background information see 18 3 Figure 9 16 Materials window Horizontal displacements tab REFERENCE 185 Layer behaviour The behaviour Stiff Elastic or Foundation of the layer must be specified De Leeuw theory assumes an elastic incompressible cluster of layers based on foundation layer s and eventually covered with stiff layer s Therefore only the system of layers presented in the figure below is allowed where e Elastic and foundation layer should be present at least one time e Stiff layer if present should not be positioned below elastic or foundation layer Other systems will lead to fatal error during calculation Surcharge gt Cluster of stiff layers optional gt Cluster of elastic layers Cluster of foundation layers Elasticity E Enter the elastic modulus of the elastic soil layer Mark the Use default elasticity option to use the elasticity automatically calculated by MSettle according to De Leeuw and Timmermans based on the dry unit weight 9 3 Geometry menu On the menu bar click Geometry to display the menu options These options are explained in the following sections e New 9 3 1 Start creating a new geometry manually e New Wizard
259. h word processors like MS Word Before exporting the report a selection of the relevant parts can be done with the option Report Selection 11 1 2 4 3 Copying part of a table It is possible to copy part of a table in another document an Excel sheet for 4 example If the cursor is placed on the left hand side of a cell of the table the cursor changes in an arrow which points from bottom left to top right Select a specific area by using the mouse see Figure 2 6a Then using the copy button or ctrl C this area can be copied INTRODUCTION 41 a c Figure 2 6 Selection of different parts of a table using the arrow cursor To select a row click on the cell before the row number see b in Figure 2 6 To select a column click on the top cell of the column see c in Figure 2 6 To select the complete table click on the top left cell see d in Figure 2 6 In some tables the option Copy is also present at the left hand pane 2 4 4 Continuous display of the results in time or depth In the Time History and or Depth History windows by selecting the first Time or Depth step respectively at the top of the window and using the scroll button of the mouse graphical results are displayed in a continuous way in time from initial to final time or in depth from ground surface to the base 442 MsETTLE USER MANUAL MSettle Version 8 EMBANKMENT DESIGN AND SOIL SETTLEMENT PREDIC
260. hat it is compliant with the actual parameter determination is compliant with the actual determination method Hereafter is a global description of the following aspects of MSettle s NEN Bjerrum implementation e Idealized behaviour 8 16 1 1 e Mathematical formulation 8 16 1 2 16 1 1 NEN Bjerrum Idealized behaviour Figure 16 1 and Figure 16 2 show that the behaviour of drained soil according to the NEN Bjerrum model can be schematized to an idealized primary and secondary contribution with different stiffness below and above preconsolidation This schematized behaviour is also known from popular textbooks from standards like NEN 6744 Lit 8 and from recommendations like ISSMGE ETC5 Lit 10 NOTE The true isotache behavior differs from the idealized behavior especially in combination with consolidation The final settlement after consolidation will however be the same NEN Bjerrum Figure 16 1 NEN Bjerrum Idealized primary and secondary settlement during time drained conditions BACKGROUND log oo Op log o Ah AE prim G gg eo 0 Figure 16 2 NEN Bjerrum Idealized primary settlement during loading drained conditions For the idealized drained NEN Bjerrum behaviour three contributions exist e If the vertical effective stress after loading is smaller than the preconsolidation pressure op the primary settlement contribution according to the idealized behaviour can be calculated from
261. have already been defined Use the table to add edit the points identifying the PL lines It is only possible to select points that are not attached to layer boundaries 8 9 3 12 NOTE It is only possible to manipulate the Point number column that is the co ordinate columns are purely for informative purposes To manipulate the co ordinates of the points select the Points option from the Geometry menu see 8 9 3 8 Every change made using this window will only be displayed in the underlying View Input window Geometry tab after closing this window using the OK button When clicking this button a validity check is performed on the geometry Any errors encountered during this check are displayed in a separate window These errors must be corrected before this window can be closed using the OK button Of course it is 194 MSETTLE USER MANUAL always possible to close the window using the Cancel button but this will discard all changes 9 3 11 Phreatic Line Use this option to select the PL line that acts as a phreatic line The phreatic line or groundwater level is used to mark the border between dry and wet soil x Select the PlLine by number which acts as hou phreatic line Cancel Help Figure 9 27 Phreatic Line window Select the appropriate line number from the dropdown list and click the OK button At least one PL line must be defined to be able to pick a Phreatic Line here 9 3 12 Layers This optio
262. have been caused completely by secondary creep after a preceding virgin loading In the Materials window MSettle will show the corresponding input value of the equivalent age after input of OCR and vice versa 69 Open lt Tutorial 1b sli gt and save it as lt Tutorial 1e gt to switch back to the Darcy model with the Submerging option still switched off 70 Choose Materials from the Soil menu and enter the value of lt 200 gt days for the Equivalent age of both Clay Sandy and Clay Organic After input of each age value use the TAB key to view the corresponding OCR value Click OK to confirm TUTORIAL 67 Materials e m B S afal EE i i Figure 3 31 Materials window with reduced OCR Tutorial 1e 71 Start the calculation by choosing Start from the Calculation menu and then clicking Start After the calculation has finished choose Time History from the Results menu and view the graph of the settlements versus time Figure 3 32 Figure 3 33 illustrates that the settlements are significantly increased as a result of the OCR reduction Figure 3 32 Time History window Surface settlement with reduced OCR Tutorial 1e 68 MSETTLE USER MANUAL Time days 1 10 100 1000 10000 0 Darcy Tutorial 1b Darcy with reduced OCR Tutorial 1e 0 1 0 2 F 0 3 r 0 4 r Settlement m 0 5 r 0 6 Figure 3 33 Surface Settlements compared no submerging
263. he load width b B 2 20 m 340 MSETTLE USER MANUAL Figure 20 1 Definition of parameters b p a x and z Fig 3 4 of Lit 22 The change in vertical stress at 25 m depth is calculated at 7 locations see co ordinates and results in Table 20 7 MSettle result The Boussinesq soil stress distribution in the Calculation Option window must be chosen The triangular load is inputted in MSettle using a trapeziform load bm1 7a or a non uniform load bm1 7b The changes in vertical stress are compared with the benchmark results in Table 20 7 Table 20 7 Results of benchmark 1 7 Change in vertical effective stress at 25 m depth acc to Boussinesq X co Benchmark MSettle Relative error ordinate kPa kPa m Ao O initial O final Ao Ao 10 5 56 128 75 134 31 5 56 0 00 0 11 44 128 75 140 19 11 44 0 00 10 20 52 128 75 149 27 20 52 0 00 20 29 60 128 75 158 35 29 60 0 00 30 32 78 128 75 161 53 32 78 0 00 40 25 78 128 75 154 53 25 78 0 00 50 14 35 128 75 143 10 14 35 0 00 Use MSettle input files bm1 7a sli and bm1 7b sli to run this benchmark VERIFICATION 341 20 8 Stress distribution due to asymmetrical triangular strip load acc to Boussinesq Description A layer is loaded by an asymmetrical triangular load unit weight y 20 kN m maximal height H 4 m width left side B 30 m width right side B 10 m The change in vertical stress due to this as
264. heet Dew detailed NEN Koppejan MSettle bm3 11c Dew detailed NEN Koppejan Sand wall Vertical nr 1 Time days 0 1 1 10 100 1000 10000 1 5 Settlement m 2 Spreadsheet Dew off NEN Koppejan MSettle bm3 11d Dew off NEN Koppejan Spreadsheet Dew simple Isotache 2 5 Msettle bm3 11e Dew simple Isotache Spreadsheet Dew detailed NEN Bjerrum MSettle bm3 11f Dew detailed NEN Bjerrum 3 Column drain Vertical nr 1 Time days 0 1 1 10 100 1000 10000 0 0 5 E 1 E E E 2 15 E a Spreadsheet Dew off NEN Bjerrum 2 F MSettle bm3 11g Dew off NEN Bjerrum Spreadsheet Dew simple NEN Koppejan 2 5 MSettle bm3 11h Dew simple NEN Koppejan E Spreadsheet Dew detailed Isotache MSettle bm3 11i Dew detailed Isotache 3 Strip drain Vertical nr 1 Time days 0 1 1 10 100 1000 10000 0 0 5 E z 1 E E 2 15 E Ea Spreadsheet Isotache 2 MSettle bm3 11j Isotache Spreadsheet NEN Bjerrum 36 MSettle bm3 11k NEN Bjerrum Spreadsheet NEN Koppejan MSettle bm3 111 NEN Koppejan No drainage Figure 22 19 Comparison between MSettle and the spreadsheet settlement curve for vertical 1 386 MSETTLE USER MANUAL 22 12 Dissipations for coupling with MStab Description A 3 layers system see Figure
265. his provides more freedom when modifying the geometry For example the shape of the berm of Figure 12 11 1 needs to be modified Two points are added to the outer lines of the berm as shown in Figure 12 11 2 Then the middle point is selected and dragged to the position that completes the new geometry as shown in Figure 12 11 3 1 2 3 Figure 12 11 Modification of the shape of a berm NOTE When the Add point s to boundary PL line button is clicked each left hand mouse click adds a new point to the nearest line until one of the other tool buttons is selected or click the right hand mouse button or press the Escape key 12 4 4 Generate layers Use the Automatic regeneration of geometry on off button to start or stop the automatic conversion of construction elements to actual boundaries and layers Valid poly lines are converted to boundaries which are displayed as black lines Invalid lines remain blue Layers are generated between valid boundaries and default soil types are assigned It is possible to modify the soil type assigned to a layer by first selecting the layer and then clicking the right hand mouse button and choosing the Layer Properties option in the pop up menu to display the Layer window see Figure 12 20 in 8 12 5 3 Once a material has been assigned to a layer this material will continue to be associated to that layer in subsequent conversions of construction elements as long as the la
266. hods For this example the following MSettle modules are needed e MSettle 1D model with Terzaghi e 2D geometry model e Darcy consolidation model This tutorial is presented in the files Tutorial 4a sli and Tutorial 4b sli 120 MSETTLE USER MANUAL 6 1 Introduction This tutorial includes the ground improvement of part of the actual soil and the construction of a road embankment including several stages Load 2 t 500 days Load 1 t 100 days Figure 6 1 Ground improvement and embankment construction in three stages Tutorial 4 Ground improvement To reduce the settlement by embankment construction part of the original soil clay and peat is first excavated and replaced by sand There are two ways to simulate soil improvement in MSettle Method 1 is modelling the excavated soil as initial load This is the most straightforward method Drawback is that MSettle will apply some unphysical load distribution for the initial load in horizontal direction Method 2 is modelling the sand slab as a soil layer with reduced initial weight and additional loading This enforces MSettle to calculate a proper initial stress distribution and also to calculation deformations and pore pressures in the foundation layer Both methods consist in e Method 1 excavated soil as an initial load Tutorial 4a Initial stage the part of the soil that will be replaced is modeled as an initial non uniform load The top surface of the so
267. i eee teen sash ee eate ee eae oa eR drea a e arenae eun 147 PECMER ULT EE 147 8 MSETTLE USER MANUAL 7 5 1 Modeling the soil improvement eeeeeeeeeeeeeeeee eere 7 5 2 Modelling the embankment construction 7 6 Verticals 7 7 Vertical Drains 7 8 Calculation Times E C cC 7 9 1 Settlements vs time curve 7 9 2 Residual settlements vs time curve 7 9 3 Excess hydraulic head vs depth curve eeeeeeeeeeeeeeeeeeeeeeeA 7 9 4 Effect of the enforced air underpressure Tutorial 5b 7 9 5 Effect of dewatering Tutorial 5c eeeeeeeeeeeeeeeeeee enne 2 10 2ConclisIOTU ceu res tua eur En FOR TRES ER FER vases UXPY A R FUN E EAR NE TENERE PETER REFERENCE 157 8 GENERAL 159 L2 EMISIT 159 8 2 Program Options menu ees eei e saeeee ee kou eee h FERRE E snan saneren ink YER E LPS E PERSE asaid 160 8 2 4 View 8 2 2 General 8 2 3 Directories ccena tee RR ER EE EERERRURREREISUREE CRY CELERE SR e TRO KRE EATEN EE UR 162 8 2 4 Language 8 2 5 Modules ee ieee eee eere eee ts ea Fueron Coa aea eo RENE a PE e Pea eo e eaa eS NNUS ON aeg 9 INPUT 165 9 1 Project MENU IMMISIT ILL 165 CEN MEE RD 165 9 1 2 Probabilistic Defaults ee eese et iore e eo ea ere issoria saoasaoa e eee ces iais 167 9 1 3 Project Propesties i ciii iere e
268. ication Tutorial 7 for MSettle Reliability and sensitivity analysis 4 14 2009 10 57 04 AM ERRORS IN CALCULATION OPTIONS The superelevation has to be the last loadstep END OF ERROR FILE Figure 10 12 Error Messages window 10 4 4 Warnings and Error Messages during calculation Warnings and fatal errors might be displayed in the messages pane at the bottom of the Start Calculation window 8 10 4 after clicking the Start button These messages are also available in the report The calculation will be paused or stopped Fatal errors need to be corrected before the analysis can be executed Warnings can be discarded by clicking Continue A pause after warnings can be prevented by unselecting the the Halt on Warnings checkbox in the Program Options window 8 8 2 2 10 5 Batch Calculation MSettle offers the possibility to perform calculations in batch which means successive calculations for different input files This can be usefull for time consuming calculations probabilistic calculations for example To do so MSettle program must be started from the Run window by specifying its location followed by b as shown in Figure 10 13 LS 00 Type the name of a program folder document or E Internet resource and Windows will open it For you Open C Program Files GeoDelFt MSettle MSettle exe b v Cancel Browse Figure 10 13 Run window 228 MSETTLE USER MANUAL Then the Start Batch Calculat
269. icient of variation are mainly based on the Dutch NEN standard Lit 8 The input value of the standard deviation should be somewhere between the standard deviation of a local value and the standard deviation of the BACKGROUND 325 mean value depending on the thickness of the layers and the scale of horizontal and vertical variability 2 1 t 101 local Ototal sf 2 I 102 mean oj uv 2 f T t sys Ostatistical niu where n 1 103 C totistical X x uy n 1lig and where t is the parameter from a Student distribution which depends on the number of samples n The parameter becomes equal to u for large values of n Vs is the coefficient of variation that quantifies the systematic uncertainty by soil testing and by the transformation from measurements to parameters A usual value for soil compression parameters is 0 1 18 2 2 Initial and updated parameter covariance MSettle determines the bandwidth in an initial design analysis from the input values of the parameter standard deviations MSettle stores the square values of these standard deviations in the diagonal terms of the initial parameter covariance matrix Cxo 104 Go 07 xo MSettle can update the mean parameter values via a fit on measured settlements 8 18 1 If you use these updated mean values in a reliability analysis then MSettle will apply Bayesian Updating of the parameter covariance matrix according to e
270. ies from database204 maintain profile Normal distribution background ettet 323 default resno RE i 168 1H E EEEE E A E E 25 background ettet 308 IDDUL ci ids ve Seide ania 178 180 182 Oedometer test 307 315 Other loads DUTTON c aient teen 38 254 ADDE 55565 esee opea eo Tode v o da suyos va Un 207 Overconsolidation background eee rettet 308 Pan Dutton errian 37 254 Parameter determination 307 Parameters lir Isotache eerte ees NEN Bjerrum NEN Koppejan Terzag nre ET Permeability background Permeability strain modulus background eee eerte 289 ATDWUE 6 39 09 eredi o ceres gp ev pes seva To aee RATE 177 Phreatic line seee 250 284 JUDUL s euge cv esa g usce een eoe o A Te a REY EE 194 Piezometric level lines See PL lines Plaxis input cerei eter eere ree nes 191 PL lines Eh o 37 253 background 284 definitiOni eee etae o ridere nocte 250 rinyiToge Ee 193 VP UG is aue so eros an era aereo aga ae E 193 input per layer 196 INDEX input time dependent 207 Points defmnitiolisu avesseseeecesn vestes suce eet 249 M DUE 5 25 best osp ste uae ee rea vane VE dn 192 Polylime evertit r epi eee 37 250 253 POP c 25 background 308
271. if the load affects only the initial stresses and if the load should not cause any creep or consolidation MSettle sets the time of application at 1 Time The number of days before the load will be applied For initial loads the time is set to 1 Unit weight The weight of the load per m For unloading a negative value can be entered Zero is not allowed Height Height of the load relative to Yapplication Yapplication Y co ordinate of the level of application Click the 5 button to generate uniform loads from imported SLM or GEF file or manually specified surface positions See Figure 9 47 REFERENCE 211 Generate Uniform Loads Xx Start Yapplication m 7 200 Read from file Unit weight kN m3 16 00 C Program Files GeoD elft MSettle E kamplesNLoad slm El Unit weight KN m3 4 Figure 9 47 Generate Uniform Loads window Start Yapplication Vertical co ordinate of the level of application of the first load Browse Select a file with measured surface positions GEF or SLM to generate the loading table automatically Time The number of days before the load will be applied Top New surface position Unit weight The weight of the load per m3 212 MSETTLE USER MANUAL 10 Calculations On the menu bar click Calculation to display the following menu options e Options 8 10 1 to define variou
272. il layers is therefore located at the bottom of the part that will be excavated An imaginary surface is defined at this bottom in order to achieve a proper initial stress distribution Time t 0 days the excavation is modeled by a reversed initial non uniform load negative unit weight and the replacement by sand is modeled by applying a non uniform load with the unit weight of sand e Method 2 new soil as an initial layer Tutorial 4b Initial stage the final foundation layer is already defined in the initial geometry This layer has the mechanical properties of the improved soil but TUTORIAL 121 the density of the original soil In this way proper initial stresses are created Time t 0 days Replacement is modelled by a non uniform load with a unit weight equal to the difference between the sand and the original soil Time t 100 days A nil load is added to redefine the initial level for subsequent embankment construction i e non uniform nil load with a top surface at the ground level This nil load has a zero unsaturated unit weight The saturated unit weight is equal to the unit weight of water to neutralize the effect of possible submerging NOTE Method 1 will disturb the real initial stress field due to load distribution Embankment After the soil improvement a road embankment of 10 m height is constructed including several stages e Time t 100 days first stage of the embankment construction 3 m hei
273. in Geometry 8 11 3 to graphically view the initial or final stress per vertical e Dissipations 8 11 4 to view the degree of consolidation per layer as a function of time e Time History Curves for Terzaghi 8 11 5 1 or Darcy 8 11 5 2 to view graphs of data versus time per vertical e Depth History Curves for Terzaghi 8 11 6 1 or Darcy 811 6 2 to view graphs of data along verticals e Residual Settlement 8 11 7 to view a graph of the residual settlement starting from different time points e Settled Geometry 8 11 8 to graphically view the settled geometry within the original geometry e Write Settled Geometry 8 11 9 to write the settled geometry to a new geometry file e Write MStab Input 8 11 10 to write a MStab input with degrees of consolidation and with settled geometry o A special Fit for Settlement Plate analysis or Reliability analysis will yield the applicable results for just one vertical Finally the following special results are available after a reliability analysis e Time History Reliability 8 11 11 to view the total settlements together with the bandwidth for the FOSM and the Monte Carlo method e Influencing factors Reliability 8 11 12 to view the relative sensitivity of the total settlements FOSM method or the residual settlements FORM method to variations of uncertain parameters e Residual Settlement Reliability 8 11 13 to view the residual settlement with bandwidth and relia
274. in width The solution assumes that the horizontal deformations of the elastic layer are always constrained at the BACKGROUND 329 bottom by a stiff foundation layer Optionally the deformations can also be constrained by a stiff layer at the top The method considers the following two situations Figure 18 2 e T elastic layer on a rigid base II elastic layer on a rigid base with a stiff layer on top oo Situation I Situation II Figure 18 2 Situations considered by De Leeuw method NOTE In case of an inputted embankment load MSettle schematizes it as an equivalent uniform load with a certain width as illustrated in Figure 18 3 Embankment load MSettle input Equivalent uniform load MSettle calculation Figure 18 3 Non uniform load schematized as a uniform load 18 3 2 Limitations The method has the following limitations As Poisson ratio v 0 5 is used i e incompressible layer this gives the elastic e response of the soil in an undrained situation so in fact directly after applying 330 MSETTLE USER MANUAL the load additional horizontal deformations due to consolidation are not accounted for e The thickness of the stiff top layer is not taken into account e The horizontal distance of the considered vertical to the boundaries of the surcharge load is limited to 6 times the thickness of the elastic layer 18 3 3 E Modulus The Young s modulus of the elastic layer can either be
275. ine by clicking in order to enforce the horizontal co ordinates of these end points exactly at the geometry limits 13 Click the Zoom limits button of the Tools panel to enlarge the drawing 14 Add the intermediate boundaries respectively at the following approximate positions 6 5 5 and then 1 5 meters as explained in step 12 15 Click the Automatic Regeneration of Geometry button in the Tools panel to generate soil layers between the boundaries 3 3 2 Piezometric lines As previously for the layer boundaries the piezometric lines are added graphically at their approximate positions via the Geometry tab of the View Input window 16 Click on the Add pl line s button gt in the Edit panel and add two piezometric level lines from the left to the right respectively at the approximate positions 0 5 and 0 meters below surface level The geometry given in Figure 3 5 should appear 50 MSETTLE USER MANUAL Figure 3 5 View Input window after input of single lines and piezometric lines 17 Click the Automatic regeneration of geometry on off button E to generate soil layers between the boundaries 18 Click Geometry on the menu bar and choose Points Adjust the displayed approximate vertical values of the graphically created points to their exact values Figure 3 6 19 Click OK to confirm Points P 2 mem 14 E TE mA e 0 In 12 i a x
276. ing steps given in Table 22 1 The compression and swelling coefficients are C 50 C 12 5 Cs 300 Cs 75 Ap 30 and A 150 The creep rate reference time is to 4 days Three types of variables are used to simulate the initial pre consolidation process e pre consolidation pressure op 8 kPa bm3 1a bm3 1b bm3 1e and bm3 1f e over consolidation ratio OCR 1 2 bm3 1c and bm3 1g e pre overburden pressure POP 5 kPa bm3 1d and bm3 1h 350 MSETTLE USER MANUAL The pre consolidation process is set variable within the layer and corrected at every step which writes Op for benchmarks a b e and f 119 B max P 0 4 with P4 40CRoy for benchmarks c and g POP o for benchmarks d and h The phreatic piezometric line is situated 20 mm above the layer Table 22 1 Loading steps bm3 1 Load step i Application time t Loading Unloading Ao Cumulative load oi days kPa kPa 0 Initial state 2 Initial load 1 0 5 5 2 1 5 0 3 2 5 4 3 10 5 4 5 5 6 5 5 10 7 6 10 20 8 7 20 40 An initial load of 2 kPa and a layer thickness of only 20 mm permit to assume a constant initial effective stress distribution along the layer ov 0 28 kPa The calculation without consolidation yields the analytical solution given by e equations 59 to 62 page 305 8 16 3 1 for loading steps e equation 63 page 306 8 16 3 2 for unloading steps Settlement
277. input of ky Strain dependent permeability kv is a strain dependent permeability according to equation 25 page 288 Vertical consolidation The consolidation coefficient for flow in vertical direction coefficient Cv Permeability strain The permeability strain modulus is the ratio Ck 1 eo modulus where C is the permeability strain factor and eo the initial void ratio The permeability strain modulus proves to be equal to the NEN Bjerrum primary consolidation parameter CR Vertical permeability The initial value of the vertical permeability at undeformed state Ratio The ratio between the horizontal and vertical horizontal vertical permeabilities used by MSettle for vertical drainage permeability modelling 8 9 1 1 Ratio hor vert The ratio between the horizontal and vertical consolidation coef consolidation coefficient used by MSettle for vertical drainage modelling 8 9 1 1 9 2 4 Materials Parameters Isotache If the Isotache calculation model was selected in the Model window 8 9 1 1 then the Isotache parameters can be specified in the Compression tab of the Materials window Figure 9 11 MSettle s a b c Isotache model 8 16 2 is based on natural strain and uses a rate type formulation This means that all inelastic compression is assumed to result from visco plastic creep The model is superior in cases with large strains and is able to describe not only virgin loading but also unloading and reloading The
278. ion index Cc H 1200000 Coefficient of secondary compression Ca fo csizo00 Initial void ratio e0 H sooo Figure 9 13 Materials window Compression tab for NEN Bjerrum model Input as index NOTE OCR POP or Equivalent age together with the compression parameters determine the initial creep rate See 8 17 2 for background information REFERENCE 181 Reloading Swelling The reloading swelling index is used to calculate the index Cr primary settlement below preconsolidation stress The parameter relates the void ratio to the logarithm of stress during un reloading Compression index Cc The compression index is used to calculate the primary settlement above preconsolidation stress The parameter relates the void ratio to the logarithm of stress during virgin loading Coefficient of The secondary compression coefficient is used to calculate secondary the secondary time dependent settlement The parameter compression Ca relates the linear strain to the logarithm of time after virgin loading A zero value indicates non creeping soil Initial void ratio e0 The initial void ratio is used by MSettle to convert the compression indices into the compression ratios 9 2 6 Materials Parameters NEN Koppejan If the NEN Koppejan calculation model was selected in the Model window 8 9 1 1 the NEN Koppejan parameters can be specified in the Compression tab of the Materials window Figure 9 14 NEN Kop
279. ion into account on the basis of the actual settlement This method applies for NEN Bjerrum and Isotache in combination with Darcy 13 7 1 Submerging Approximate method Terzaghi or NEN Koppejan This method applies either if Terzaghi consolidation model or NEN Koppejan soil model which are selected which corresponds to the four following combinations e Isotache soil model with Terzaghi consolidation model e NEN Bjerrum soil model with Terzaghi consolidation model e NEN Koppejan soil model with Terzaghi consolidation model e NEN Koppejan soil model with Darcy consolidation model When soil is submerged the effective unit weight of the non uniform loads decreases 6 y Ysat water This method determines the submerged weight of non uniform loads on the basis of final settlements for all load columns Because of the deformation dependent weight these settlements are determined iteratively The process is stopped when the average settlement increment in a particular iteration is less than the stop criterion NOTE Submerging with the approximate method only works for non uniform loads MSettle does not take the submerging of actual soil layers into account If a very small stop criterion is defined and a small column width in the Calculation Options window 8 10 1 the calculation can be very time consuming 13 7 2 Submerging Accurate method Darcy Isotache NEN Bjerrum This method applies with two combinations of
280. ion load bm4 3b Figure 23 3 MSettle results Comparison of the final settlements and the load shape according to the Maintain Profile option bm4 3a and the compensation load bm4 3b The extra amount of soil to be added to maintain the original profile is given in Table 23 4 for the six combinations of models 402 MSETTLE USER MANUAL Table 23 4 Results of benchmark 4 3 Extra amount of soil to be added to maintain the original profile Soil Consolidation MSettle with MSettle with a Relative model model Maintain Profile compensation load error 9o option File name Volume File name Volume m m m m NEN Terzaghi bm4 3a 240 304 bm4 3g 241 225 0 38 Koppejan Darcy bm4 3b 245 275 bm4 3h 246 085 0 33 NEN Terzaghi bm4 3c 139 526 bm4 3i 139 825 0 21 Bjerrum Darcy bm4 3d 140 508 bm4 3j 140 795 0 20 Isotache Terzaghi bm4 3e 140 410 bm4 3k 140 995 0 41 Darcy bm4 3f 142 920 bm4 3l 143 460 0 38 Use MSettle input files bm4 3a sli till bm4 3l sli to run this benchmark 23 4 Fit factors from a Fit for Settlement Plate calculation Description A measurement file slm file needed for the fitting is generated with MSettle by multiplying the different parameters by a known fit factor Verifications are performed for NEN Koppejan NEN Bjerrum and Isotache models in combination with Terzaghi and Darcy consolidation models An embankment with a 100 kN m unit weight material and a slope i
281. ion window opens where the location of the files must be specified Figure 10 14 Start Batch Calculation x c Program Files GeoDelft MSettle Projects Examples JT Include subfolders OK Cancel Help Figure 10 14 Start Batch Calculation window MSettle will run the specified files successively The calculation progress can be viewed at the top of the MSettle Calculation window Figure 10 15 PSUCCESS C Program Piles Geobelfe Msettie Projects Examples Turorial 1e 911 SUCCESS C Program Files GeoDelfe Msettle Projeces MxanplesVTutorial lb sli SUCCESS C VProgram Files Geobeite msettle Projects MxanplesyTutorial lc 81i SUCCESS C Program Files Geobelte msertie Projects Examplea Tutorial td a1 PSUCCESS C Program Files Geobelfe Msettie Projects Examples Tutorial le slt I FAILURE C Program FilesiGeoDelftiMSettleiProjects Examples Tutorial 2 511 For calculation at least one vertical is needed PSUCCESS C Program Filea Geobelte nsettie Projects Exauples Tutorial Za 11 TSUCCESS C Program Files Geoberfe mentie rrojects Exaaples Tutorial 2b 314 zi Figure 10 15 MSettle Calculation window during batch calculation 11 View Results On the menu bar click Results to display the following menu options e Report Selection 8 11 1 to select the content of the tabular report e Report 8 11 2 to view a tabular report with selected content e Stresses
282. istorical parameters and user experience Koppejan parameters are traditionally determined on a linear strain basis The optional combination with natural strain theoretically requires that the parameters were also determined on the same basis The Darcy model 8 15 3 describes the influence of excess pore pressures on settlements most accurately The approximate Terzaghi model 8 15 2 is applicable in cases where the influence of consolidation is limited for instance by application of vertical drains Selection of this option enables additional modelling of vertical drains with optionally enforced dewatering 8 15 4 Selection of this option enables the determination of bandwidth in total and residual settlement together with the determination of parameter sensitivity 8 18 REFERENCE 167 Fit for Selection of this option enables the possibility to perform settlement automatic fits on measured settlements by parameter scaling plate 8 10 3 Successful fits require a realistic prediction of the shape of the complete settlement curve Combination with the Isotache and Darcy models is for this purpose most suited Horizontal Selection of this option enables the calculation of horizontal displacements displacements according to De Leeuw tables Lit 24 9 1 2 Probabilistic Defaults Input of probabilistic defaults is only required if Reliability Analysis has been selected in the Model window 8 9 1 1 On the menu bar clic
283. itial loads will not cause consolidation or secondary creep Stress distribution is taken into account also in the soil weight loads e Soil weight loads Soil weight loads with uniform trapezoidal and non uniform shape of the soil INTRODUCTION cross section can be applied MSettle can include an additional deformation dependent load This load is equal to the soil that must be added to maintain the defined top surface position MSettle can take account of the settlement dependent weight reduction by submerging Embankment construction loading can be generated from simplified input or from imported measured surface positions e Distributed loads Distributed loads with a circular or rectangular base can be applied e Water loads Changes in pore pressure distributions at different times can be defined 1 2 3 Models There are three constitutive models available in MSettle NEN Bjerrum NEN Koppejan and Isotache e NEN Bjerrum Cr Cc Ca The NEN Bjerrum model supports today s international de facto standard for settlement predictions as contained for example in the Dutch NEN standard Lit 8 The model uses common linear strain soil parameters Ce Cr Ca Linear strains are referred to the undeformed state presuming that strains are sufficiently small The theoretical basis of the underlying creep rate description is the isotache model and often associated with the name Bjerrum Lit 1 e Isotache a b c The Isotache a b c mode
284. ive soil In this case a large number of PL lines would have to be calculated one or two for each layer To avoid this M Series software is able to interpolate across layer boundaries For layers with a non hydrostatic pore pressure 99 can be entered as the PL line number For this layer the interpolation will take place between the PL line belonging to the first soil layer above with a real PL line number and the PL line belonging to the first soil layer below with a real PL line number The first and the last soil layer must therefore always have a real PL number NOTE A real PL line number is not equal to 99 Water pressures above the phreatic line are set to zero When clicking the OK button a validity check is performed on the geometry Any errors encountered during this check are reported A dialog window enables to disregard or correct the errors The error correction is confirmed by clicking the OK button and discarded by clicking the Cancel button 9 3 14 Check Geometry Select this option to verify the validity of the geometry All requirements are checked If the geometry complies with all the requirements a message will confirm this otormaton 4 i The geometry has been tested and is ok Figure 9 31 Information window on confirmation of a valid geometry If any errors are encountered during this check they are displayed in a separate window 9 4 GeoObjects menu On the menu bar click GeoObjects to displa
285. jext Properties XI Vderitcaln View Inout Svesses n Geomety Seitled Geomety C o r o M mes acc o cm o x ider icaion View Input Suesses n Geomehy Settled Geometyy Diagiy Pip Lager coker F Lange cutee F Low v Legend 7 Some scale for x ond y sons F etico FP fuer Same scale forxands aye 7 ponti F Oiga Labels Layer Grid C As lyer numbers V Ports v Shug v Spaptogni C As matesal number F Loads G As piles names Grid detance m 000 Cea x em e right TUTORIAL 49 3 3 Geometry 3 3 1 Layer boundaries Layer boundaries need to be defined first These boundaries have to run from the left to the right geometry limits A combined graphical and numerical input will be used as an alternative to fully numerical input of points and lines First the assignment of soil material to boundary lines must be deactivated via the Geometry tab of the View Input window 11 Click the Automatic regeneration of geometry on off button E in the Tools panel on the left hand side Then the layer boundaries are added graphically at their approximate positions 12 Click on the Add single line s button gt in the Edit panel on the left hand side and add the top and bottom lines respectively at approximate positions 0 and 11 meters using the cursor Locate the cursor position outside the geometrical limits the black vertical lines when defining the start and end point of each l
286. k Project and then choose Probabilistic Defaults in order to modify the default settings for the uncertainty in soil parameters and in the layer boundary Probabilistic Defaults xj Materials i Compression Coefficient Distribution of variation Unsaturated unit weight kNZn os Normal z Saturated unit weight Nm 005 Nomad v Vertical permeability Im day 250 Normal gt Ratio horizontal vertical permeability H 025 Normal gt Standard Distribution deviation Layer boundary m po Deterministic Reset Cancel Help Figure 9 2 Probabilistic Defaults window Consolidation and unit weight tab 168 MSETTLE USER MANUAL E Materials Consolidation and unit weight Compression Coefficient Distribution Correlation coef of variation with b Pre overburden pressure POP Ww 025 Normal Overconsolidation ratio OCR H Jos Noma z Reloading swelling constant a H ps Normal gt pn Primary compression constant b H pao Normal rz Secondary compression constant c H pao Normal gt poo Standard Distribution deviation Layer boundary m po Deterministic Ok Cancel Help Figure 9 3 Probabilistic Defaults window Compression tab Reset Click this button to reset all values to the factory defaults Materials Coefficient of variation The coefficient of variation times the mean value determines the default values fo
287. k anywhere in a layer and directly choose this option to edit its properties Figure 12 20 Clicking outside the geometry layers will display the menu with the Layer Properties option disabled as there is no layer for which properties can be displayed This option will delete all loose lines Loose lines are actually construction lines that are not part of the boundaries or PL lines therefore all lines displayed as solid blue lines With this option it is possible to quickly erase all the leftover bits of loose lines that may remain after converting lines to a geometry This option will delete all loose points REFERENCE 265 Material type Unit weight dry kN m3 1400 Information on current materialtype Unit weight wet kN m3 1400 Figure 12 20 Layer window Property editor of a layer roms X co ordinate m paso Ycoodnae m 50 Zcoodnae m 0000 cea Figure 12 21 Point window Property editor of a point Boundary 3 x a EZ A Co ordinate Co ordinate f 3 FELT X direction Y direction M a 7 0 000 0 000 2 8 Figure 12 22 Boundary window Property editor of a polyline boundary nines a X co ordinate m 17 000 Y co ordinate m 0 000 ORS X co ordinate m 34 500 Y co ordinate m 5 000 Length Im 18 200 Slope 4 fees Figure 12 23 Boundary
288. k if the combination of the OCR value with the compression parameters a b and c is realistic Equivalent age The equivalent age is an alternative input option for the overconsolidation ratio It expresses the required time after virgin loading if the overconsolidation would have been caused by ageing only The corresponding OCR according to equation 53 page 303 is shown in grey in the Overconsolidation ratio field Reloading swelling constant a The Isotache reloading swelling constant a relates natural strain during recompression or swell to the change of vertical effective stress Primary compression constant b The Isotache primary compression constant b relates natural strain during virgin loading to the change of vertical effective stress REFERENCE 179 Secondary The Isotache secondary compression constant relates natural compression strain to the change of time A zero value indicates non constant c creeping soil NOTE OCR POP or Equivalent age together with the compression parameters a b and c determine the initial creep rate See 8 17 2 for background information 9 2 5 Materials Parameters NEN Bjerrum If the NEN Bjerrum calculation model was selected in the Model window 8 9 1 1 the NEN Bjerrum parameters can be specified in the Compression tab of the Materials window Figure 9 12 The NEN Bjerrum model 8 16 1 is based on linear strain and uses the same rate type f
289. l 2c 88 MSETTLE USER MANUAL Figure 4 28 Time History window Excess head vs Time in vertical 4 at RL 4 875 m for drain distance 2 m Tutorial 2c Figure 4 29 Residual Settlement window for drain distance 2 m Tutorial 2c 40 Check yourself that a drain distance of 1 m reduces the residual settlements to 0 203 m Figure 4 30 which is still more than allowed Temporary preloading and or dewatering will therefore be required in combination with sufficiently fast dissipation of excess pore pressures TUTORIAL Vertical 4 X 50 000 m Z 0000 e Method NEN Byerrum with Darcy Figure 4 30 Residual Settlement window for drain distance 1 m Tutorial 2c 4 5 Temporary preloading by soil raise Tutorial 2d Precompression by a temporary increase of effective stress will reduce residual creep settlements The Isotache models NEN Bjerrum a b c are capable of capturing this behavior 41 Open the Save As window and save the current project with a grid distance of 1 m as lt Tutorial 2d gt 42 Open the Non Uniform Loads window from the Loads menu and add a temporary soil raise of 1 m from 161 to 840 days Loads Nonuniform Loads according to Figure 4 31 43 Perform a new calculation in the Start Calculation window 44 After the calculation view the development of total and residual settlements and check that the residual settlement for vertical 4 at 900 days is now reduced to 0 145 m Figur
290. l 2g MSettle s reliability module will be used hereafter to estimate the bandwidth in total and residual settlement based on values for the standard deviation of soil parameters and layer positions MSettle can either estimate standard deviations based on safe defaults for variation coefficients or use direct input of the standard deviation In this case direct input has been applied based on Equation 1 NOTE It is assumed in this case that the thickness of the layers is large compared to the scale of vertical variability Averaging in vertical direction is then allowed The input value of the standard deviation of the local average in a vertical has been estimated from the total variance by assuming a ratio of 1 to 4 between the variance of the local average in a vertical and the total variance from the lab tests NOTE MSettle supports normal and lognormal distributions Usage of a Student t distribution is theoretically preferred in cases with a small number of lab tests The additional uncertainty by small test numbers has been incorporated approximately in the standard deviation of a normal or lognormal distribution by an exaggeration factor on the total variance NOTE MSettle does not stochastically model the uncertainties following from limitations of the prediction model the uncertainties in loading and the uncertainty in soil type The expected bandwidth is in reality therefore presumably larger than the calculated bandwidth
291. l by Den Haan Lit 7 enhances the NEN Bjerrum model by using a so called natural strain which is referred to the deformed state Usage of natural strain is expected to yield more realistic settlement curves in cases with large strains The special natural strain parameters are furthermore more objective with respect to the stress and strain level e NEN Koppejan Compared to the NEN Bjerrum model the traditional NEN Koppejan model assumes an instantaneous contribution by primary settlement and is not capable of describing unloading reloading behaviour Furthermore NEN Koppejan uses different parameter definitions and assumes that secondary settlement is stress dependent The user can opt for a linear or natural strain assumption All three constitutive models can be combined with the Terzaghi or Darcy consolidation model Both consolidation models are suited for all modern drainage systems They support different types of vertical drains strips columns and screens with optional enforced dewatering For both models the influence of consolidation can be combined with user defined piezometric levels defining the hydraulic field optionally layer by layer and time dependent e Darcy Darcy s general storage equation can be used for accurate determination of the influence of excess pore pressures on settlements of combined soil layers The Darcy method calculates the excess pore pressure distributions at different time 20 MSETTLE USER MANUAL
292. l chart data for convenient export to spread sheets REFERENCE 239 11 5 2 Time History Darcy For the Darcy model the Time History window displays graphs of settlements and stresses in time per vertical at a particular depth as shown in Figure 11 12 LS lm Some TGP RP RH Open S F Feseia Yea i S cm Demi xo s Due 1 200 Oe Setter atten 10000 ds 3 788 je Figure 11 12 Time History window for Darcy consolidation Stress Enable this checkbox and then click one of the buttons c a KJ el B L3 to display respectively the effective stress loading hydraulic head excess hydraulic head pore pressure or excess pore pressure in the top chart Deformation Enable this checkbox to display the graph of settlement in time in the bottom chart Fix Enable this checkbox to fix the range of the vertical axis of the graph Settlement of settlement whatever the selected time step Axis Vertical Type the vertical number that must be displayed or click the arrow up and arrow down keys S to scroll through the available verticals m Click this button to switch from logarithmic to linear scale or vice versa Depth Select a depth from the drop down list When typing the first digit of a desired depth the next available depth starting with that digit is displayed Use the arrow down keys to scroll through the available depths Use the Pan and Zoom El buttons to select th
293. l for load step i depends on the soil model 120 s t s t As t U t ti Asie t for NEN Koppejan i sec 121 s t s t As t U t t for Isotache and NEN Bjerrum 368 MSETTLE USER MANUAL where So t 0 ASiprim Primary settlement acc to Koppejan theory due to load step i see equation 60 page 305 ASisec Secondary settlement acc to Koppejan theory due to load step i see equation 62 page 305 As Relative settlement at time t due to load step i for Isotache As t Ho exp 4 1 t exp 5 t for NEN Bjerrum As t Ho amp t amp 4 t a t Total deformation at time t for Isotache model see equation 58 page 303 for NEN Bjerrum see equation 43 page 299 ti Start time of load step i U t Degree of consolidation at time t a 2n 1f c z 2 2n 1 zl 4h h Drainage height As the sample is drained at both sides h Ho 2 10 mm Ho Initial height of the sample 20 mm to Creep rate reference time 4 days MSettle result The settlements and dissipations calculated by MSettle are exported to the spreadsheet for comparison using the View Data option in the Time History and Dissipations windows respectively see figures below The final settlement and the dissipations are respectively given in Table 22 16 and Table 22 17 Figures below show that results for Darcy consolidation with Cv are largely different from Terzaghi r
294. l model for many years The model makes a distinction between primary and secondary settlement Major differences with NEN Bjerrum are the less realistic stress dependency of the secondary creep and the poor description of un reloading Usage of Koppejan for cases with load removal is therefore not recommended 16 1 NEN Bjerrum The NEN Bjerrum model is based on the same theory as the a b c isotache model The only difference is that the NEN Bjerrum model supports the common linear strain parameters C C and Ca instead of the natural strain parameters a b c The shared isotache formulation implies that all inelastic compression results from visco plastic creep The NEN Bjerrum model therefore assumes that creep rate will reduce with increasing overconsolidation and that overconsolidation will grow by unloading and by ageing Bjerrum s name is attached to this model because he was the first to notice that creep rate depends on both overconsolidation ratio and age Den Haan Lit 7 has developed the full mathematical formulation 296 MSETTLE USER MANUAL Parameters for the NEN Bjerrum model are easily determined from common oedometer tests 8 17 3 especially when you use the M Series program MCompress NOTE Practice proves that the methods for determination of NEN Bjerrum parameters can differ from laboratory to laboratory Therefore please read the description of the expected parameter determination method 8 17 in order to assure t
295. layer Within the layer the gradient of the preconsolidation pressure is equal to the gradient of the initial vertical effective stress In this case the Pre Overburden Pressure equals the difference between the preconsolidation pressure and the vertical effective stress at middle of the layer 8 17 2 There are two additional options available for updating the preconsolidation stress Correction at every timestep default Adjustments will be performed after each load step Terzaghi assumes that excess pore pressures are dissipated before a new load step starts This is certainly not the case for small time increments between load steps Correction at time 0 days All preconsolidation stresses are adjusted to the maximum of the initial value or the corresponding effective stress 10 1 2 Calculation Options 2D geometry Calculation Options E xj End of settlement calculation days 10000 Dispersion conditions layer boundaries Top drained m Bottom drained E Stress distribution Soil Buisman hi Loads Simulate si IV Maintain profile Material name Extra berm Time days 35 Total unit weight kN m3 17 00 kN m3 20 00 ort from Database Above phreatic level Below phreatic level Creep rate reference time days 1 000 Preconsolidation pressure within a layer Variable correction at every step zj C Imaginary surface Clay antropogen Z IV Submerging only for non uniform loads
296. le 20 6 MSettle result The changes in vertical stress are compared with the benchmark results in Table 20 6 Table 20 6 Results of benchmark 1 6 Change in vertical effective stress under the corner of a rectangular load acc to Buisman Depth Benchmark MSettle Relative error m GL kPa kPa 95 Ao O initial O final Ao Ao 0 25 00 0 00 25 00 25 00 0 00 5 16 70 28 75 45 45 16 70 0 00 10 7 93 53 75 61 68 7 93 0 00 12 6 08 63 75 69 83 6 08 0 00 14 4 76 73 75 78 51 4 76 0 00 16 3 81 83 75 87 56 3 81 0 00 18 3 11 93 75 96 86 3 11 0 00 20 2 58 103 75 106 33 2 58 0 00 Use MSettle input file bm1 6 sli to run this benchmark 20 7 Stress distribution due to a triangular strip load acc to Boussinesq Description A layer is loaded by a triangular load unit weight y 20 kN m maximal height H 4 m width B 40 m The change in vertical stress due to this triangular load is checked using an equation from literature that integrates Boussinesq theory Benchmark The integration of the stress distribution equation under a vertical loading increasing linearly according to Boussinesq has been solved in Lit 22 The change in vertical stress is given by equation 3 4a page 38 of Lit 22 115 Ao ii a sn The definition of parameters b p a 6 x and z is given in Figure 20 1 Parameter p is the maximal load magnitude p yx H 20 x 4 80 kN m Parameter b is half t
297. le MSettle 2 Click File on the MSettle menu bar and choose New 3 Select New geometry and click OK C New geometry wizard Import geometry coos eeo Figure 3 2 New File window The View Input window will appear with an empty initial geometry Figure 3 3 Hows mu e RM E Figure 3 3 View Input window 4 Click Save as in the File menu 5 Enter Tutorial 1a as file name 6 Click Save 48 MSETTLE USER MANUAL 3 2 2 Project Properties To give the project a meaningful description follow the steps described below 7 Onthe menu bar click Project and then choose Properties to open the Project Properties window 8 Fill in Tutorial 1 for MSettle gt and Building site preparation for Title 1 and Title 2 respectively in the Identification tab Figure 3 4 left In the View Input tab some default values are modified 9 Inthe View Input tab mark the Points checkbox of the Labels sub window to display the point s number and select the option As material names of the Layers sub window to display the name of the layers Also mark the Snap to grid checkbox and decrease the Grid distance from 1 m to 0 5 m to make easier the graphical defining the layer boundaries 8 3 3 Figure 3 4 right 10 Click OK Figure 3 4 Project Properties window Identification tab left and View Input tab See Project Properties 8 9 1 3 for a detailed description of this window Pro
298. lement is 0 189 m is Foe Settiomert Ass Yerticat si mm Decthin 50H z Vertical 1 X 0000 my Z 0000 m Depth 5 400 9 Method Isctache wth Darcy Nature strain Settement after 10000 days 0 189 jn Figure 7 15 Time History window dewatering with underpressure Tutorial 5a 7 9 2 Residual settlements vs time curve 51 Choose the Residual Settlement option in the Results menu to view the residual settlements versus time Figure 7 16 152 MSETTLE USER MANUAL Vertical 1 X 0000 m Z 0 000 m Method isotache with Darcy Natural strain Figure 7 16 Residual Settlement window dewatering with underpressure Tutorial 5a 7 9 3 Excess hydraulic head vs depth curve 52 Choose the Depth History option in the Results menu to view the excess head along the depth at different times at 10000 days for example Figure 7 17 Note that the apparent excess head at 10000 days is not caused by loading This difference between the final and initial user defined head distribution is caused by the effect of the sand screens MSettle assumes after dewatering in the drains a hydrostatic pore pressure distribution below the user defined position of the phreatic level TUTORIAL 153 S yera Sj retos T Vertical X 0000 eZ 0 000 m Method Isctache wth Darcy Nature strain Figure 7 17 Depth History window excess head at 10000 days Tutorial 5a 7
299. lick OK see 8 8 1 In both cases the Geometry tab of the View Input window is displayed Figure 12 7 with the default limits of the geometry from 0 to 100 m 258 MSETTLE USER MANUAL Figure 12 7 View Input window Geometry tab 12 4 2 Set limits The first thing to do when creating new geometry is to set the model limits This is possible by selecting and then dragging the limits to their proper place one by one It is also possible to select a limit and edit its value by clicking the right hand mouse button after selecting the limit and then choosing the Properties option in the pop up menu The property window belonging to the selected limit is displayed Figure 12 8 enabling to define the new X co ordinate for this limit Right Limit xi Limit at right side m 75 00d te Figure 12 8 Right Limit window 12 4 3 Draw layout It is possible to use the Add single line s Add polyline s and Add point s to boundary PL line buttons to draw the layout of the geometry See below for more information on how to use these buttons Add single line s and Add polyline s Each poly line is displayed as a solid blue line and each point as a small black rectangle Figure 12 9 REFERENCE 259 Figure 12 9 Representation of a polyline The position of the different points of a poly line can be modified by dragging the points as explained in 8 12 5 4 or by editing the poly line This i
300. limitation is especially important for the layer in which the vertical drain ends e The Terzaghi model describes submerging by an initial load reduction while the Darcy model in combination with the NEN Bjerrum or Isotache model takes into account the gradual character of it Compared to the previous Darcy model the Darcy model in version 8 2 consumes considerable less computation time than in the previous version supports the same input as the Terzaghi model features improved submerging modelling and a significantly increased robustness A choice for the Darcy model is since release 8 2 recommended under most circumstances as it combines the advantages of the Terzaghi model fast robust convenient input with improved accuracy 1 5 2 NEN Koppejan vs NEN Bjerrum Isotache The NEN Koppejan model has been the traditional choice in the Netherlands for many years The applicability of the Koppejan model is however limited as it has not been designed to predict unloading reloading The Dutch geotechnical design codes currently prescribe a C C C method just as other countries do MSettle s isotache models with C C C or a b c parameters are capable of modelling both incremental loading and unloading reloading The other difference is that Koppejan assumes a stress dependent slope of the creep tail after virgin loading whereas the C C C model assumes that the slope after virgin loading is stress independent Key concept of both isotache mo
301. ls Layers This option can only be used if the checkbox Layers has been marked Choose how the layers are indicated by number by material number or by material name This choice determines the layer coloring as well If As material numbers or As material names is selected all layers with the same material are drawn with the same color Grid REFERENCE 171 Show Grid Enable this checkbox to display the grid points Snap to Grid Enable this checkbox to ensure that objects align to the grid automatically when they are moved or positioned in a graph Grid Distance Enter the distance between two grid points Selection Accuracy Mouse selection accuracy define a large value for a large selection area Project Properties Stresses in Geometry Use the Stresses in Geometry tab to define the appearance of the Stresses in Geometry results window 8 11 3 xi Identification View Input Stresses in Geometry Settied Geometry Display Iv info bar I Layer colors Large cursor v Points Iv Legend Same scale for x and z axis I Verlicals W Rulers W Origin Labels Layers Grid E Points Sissi v Show grid C As material numbers Verticals Z C As material names i Layers Grid distance m fi 000 Save as default Cancel Help Figure 9 6 Project Properties window Stresses in Geometry tab Display Info bar Enable this checkbox to display the infor
302. ls Time Select a time from the drop down list When typing the first digit of a desired time the next available time starting with that digit is displayed Use the arrow down keys to scroll through the available depths Use the Pan and Zoom El buttons to select the visible part NOTE Click the right hand mouse button in the Depth History graph and select the View Data option to view all chart data for convenient export to spread sheets 11 7 Residual Settlement The Residual Settlement window shows the residual settlements until the end of calculation MSettle presents the values for residual settlements starting from different time points These different points were defined in the Calculation Times window 8 10 2 i Vetem Y X 610000 Za 0000m ee dita ea Cary Pier rw FM Figure 11 15 Residual Settlement window REFERENCE 243 Click the m button to switch from logarithmic to linear scale or vice versa Use the Pan and Zoom El buttons to select the visible part NOTE Click the right hand mouse button in the Residual Settlement graph and select the View Data option to view all chart data for convenient export to spread sheets 11 8 Settled Geometry The Settled Geometry option in the Results menu displays the settled geometry drawn in the original geometry MSettle can only generate a settled geometry if verticals were defined at all geometry points that are used in eith
303. m the NEN Koppejan parameters using the results of an oedometer test Cp Cy Cs and as additional information the preconsolidation stress and the stresses o at the different virgin loading steps It is assumed that creep before preconsolidation stress can be neglected The calculation of RR is still straightforward as long as the creep before preconsolidation stress is neglected 316 MSETTLE USER MANUAL _ ln 10 82 RR P For the calculation of Ca the theoretical slope of the creep tail according to C at a certain time has been calculated for each of the virgin loading steps and C is then determined from these slopes by averaging The creep before preconsolidation stress is again neglected The resulting formula is 83 c zt s i 1 P where n Number of load steps above pre consolidation pressure i e virgin loading steps The calculation of CR is most complicated because the C parameter has been determined from a primary strain increment after a certain load step after subtracting the theoretical creep contributions caused by the preceding load steps according to Cs Simplifications are possible by a neglecting the creep before the first virgin loading step b assuming a doubling of loading after each load step c assuming a duration of 1 day for each load step The resulting approximate conversion formula is given below 84 CR 1n 10 dod Y oa i teg i 17 7 sotache a b c
304. mation bar at the bottom of the View Input window Legend Enable this checkbox to display the legend Rulers Enable this checkbox to display the rulers Layer colors Enable this checkbox to display the layers in different colors Same scale for x and y axis Enable this checkbox to display the x and y axis with the same scale Origin Enable this checkbox to draw a circle at the origin Large cursor Enable this checkbox to use the large cursor instead of the small one Points Enable this checkbox to display the points Verticals Enable this checkbox to display the verticals 172 MSETTLE USER MANUAL Labels Points Enable this checkbox to display the point labels Verticals Enable this checkbox to display the vertical labels Layers Enable this checkbox to display the layer labels Layers This option can only be used if the checkbox Layers has been marked Choose how the layers are indicated by number by material number or by material name This choice determines the layer coloring as well If As material numbers or As material names is selected all layers with the same material are drawn with the same colour Grid Show grid Enable this checkbox to display the grid points Grid Enter the distance between two grid points distance Project Properties Settled Geometry Use the Settled Geometry tab to set the appearance of the Settled Geometry window 8
305. max D 4 x Xiimit outside the drainage range The actual distance between the drains m Factor depending on the grid type 1 05 for a triangular grid and 1 13 for a rectangular grid The horizontal X co ordinate of the limit of the drained area m The equivalent diameter of the drain cross section m For strip drain this value is the circumferential distance of the rectangular cross section width x thickness divided by n For column drains this value equals the actual diameter d of the drain cross section 3 Plane shaped vertical drains plane flow In case of plane shaped drains trenches filled with granular material water will flow out via drainage tubes located downwards in the drain Sometimes an additional air underpressure is enforced at the top of the drains Dair Darain Yoipe lt M gt Phipe Figure 15 4 Pressure distribution along a plane shaped drain plane flow MSettle assumes that the negative pore pressures in the drain above the water level are equal to the air underpressure while the head under the water level is equal the water level minus the air underpressure 294 MSETTLE USER MANUAL Bi Pipe Pai air with Ywater Ypipe pip 4 air w w Yw 34 Parain max Y Your where Yu The water level in the drain m Yo The vertical location of the drainage tube m Pope The pressure in the drainage tube kPa Y The vertical location of a poi
306. ment problems extremely quickly Complete functionality MSettle provides a complete functionality for determining settlements for regular two dimensional problems Well established and advanced models can be used to calculate primary settlement swelling consolidation and secondary creep with possible influence of vertical drains Different kinds of external loads can be applied non uniform trapezoidal circular rectangular uniform and water loads Vertical drains strips and planes with optionally enforced consolidation by temporary dewatering or vacuum consolidation can be modelled MSettle creates a comprehensive tabular and graphical output with settlements stresses and pore pressures at the verticals that have to be defined An automatic fit on measured settlements can be applied in order to determine improved estimates of the final 18 MSETTLE USER MANUAL settlement Finally the bandwidth and parameter sensitivity for total and residual settlements can be determined including the effect of measurements Product integration MSettle is an integrated component of the M Series Therefore MSettle s soil parameters can be directly determined from test results by using MCompress Furthermore relevant data can be exchanged with MGeobase central project database and MStab stability analysis MGeobase is used to create and maintain a central project database containing data on the measurements geometry and soil properties of
307. meters Database I Drained Consolidation and unit weight Compression Total unit weight Above phreatic level kNZme 14 00 Below phreatic level kNZm 14 00 Storage Vertical consolidation coefficient Cv ne s 1 00E 07 Ratio hor vert consolidation coef Ch Cv 3 000 Figure 9 9 Materials window Consolidation and unit weight tab for Terzaghi model Drained Mark this checkbox to specify that the layer acts as a drained boundary for clusters of consolidation layers Total unit weight above phreatic level The unit weight of the unsaturated soil above the user defined phreatic line Total unit weight below phreatic level The unit weight of the saturated soil below the user defined phreatic line Vertical consolidation coefficient Terzaghi s well known consolidation coefficient for flow in vertical direction Ratio hor vert consolidation coef Only for vertical drainage 8 9 1 1 the ratio between the horizontal and vertical consolidation coefficients 176 MSETTLE USER MANUAL 9 2 3 Materials Parameters Darcy If the Darcy consolidation model was selected in the Model window 8 9 1 1 the Terzaghi parameters can be specified in the Consolidation and unit weight tab of the Materials window Figure 9 10 The improved and accurate Darcy model is the preferred consolidation model since release 8 2 Darcy solves numerically the transient development of excess heads
308. mple shows the effect of the submerging of the top layer due to settlement in time leading to a gradually reducing effective weight TUTORIAL 59 T FaSettomert Avis Veses 3 com Dein SOON Vertical 1 X 50000 m Z 0 000 m Depth 6000 C fn Method NEN Bjerrum wth Darcy Settlement oter 10000 days 0 002 fn Figure 3 20 Time History window Effective stress in the drained pleistocene sand gradually decreasing by submerging of the top layer 3 9 2 Depth History 53 Choose the Depth History option in the Results menu Select different stress components and browse through the stress distribution at different times by using the mouse scroll wheel after clicking the Depth selection box Figure 3 21 shows for example the excess head distribution before and directly after unloading at time is 200 days Try also selecting different stress components at different times MSettle always plots the values along the depth at their original location The hydrostatic pore pressure contribution at a certain location will therefore increase by the settlement of that location 60 MSETTLE USER MANUAL Figure 3 21 Depth History window Excess head before and after unloading 3 9 3 Residual Settlement 54 Choose the Residual Settlement option in the Results menu MSettle will present a graph with the settlement between a certain start time and the end time of the analyis 10000 days Figure 3 22 Residual Settleme
309. n x Calculation type Settlements deterministic Band width of settlements FOSM C Probability of failure FORM Band width and probability of failure Monte Carlo Fit Dissipation Use fit parameters Add dissipation calculation 4 50 000m Vertical 4 50 000m E 0 370 1 Reliability Naion 4 50 000 m Y Maximum number of samples 200 Allowed residual settlement m 0 15 Maximum number of iterations J 15 Imperfection m 0 05 Times Calculation progress Figure 5 17 Start Calculation window Monte Carlo using fit parameters Tutorial 3c MSettle will start with an update of the parameters dependencies correlation matrix followed by the actual Monte Carlo analysis with updated mean values and updated correlation matrix 30 View the resulting settlement in the Time History Reliability window and check that the final settlement at 10000 days is now approximately 3 49 0 06 m Figure 5 18 TUTORIAL 117 Time History Reliability Gf x Bid g O F Deformation S Confidence interval 95 00 E t 100 Time days Settlement m Vertical 1 X 50 000 m Z 0 000 m Method NEN Bjerrum with Darcy Monte Carlo Figure 5 18 Time History Reliability window Total settlement vs Time with Band width for Monte Carlo method Tutorial 3c 31 Open the Residual Settlements Reliability window and check that the re
310. n enables to add or edit layers to be used in the geometry A layer is defined by its boundaries and its material Use the Boundaries tab seen here in Figure 9 28 to define the boundaries for all layers by choosing the points that identify each boundary CM x Boundaries Materials Boundaries 0 1 2 Figure 9 28 Layers window Boundaries tab On the left hand side of the window it is possible to add insert delete or select a boundary In the table on the right it is possible to modify or add the points that identify the selected boundary 4 4 4 195 REFERENCE NOTE It is only possible to select points that are not attached to PL lines 8 9 3 10 NOTE It is only possible to manipulate the Point number column because the co ordinate columns are purely for informative purposes To manipulate the co ordinates of the points select the Points option in the Geometry menu see 8 9 3 8 NOTE When inserting or adding a boundary all points of the previous boundary if this exists are automatically copied By default the material of a new layer is set equal to the material of the existing layer just beneath it The Materials tab enables to assign materials to the layers x Boundaries Materials Available materials Layers Name Number Material name 5 i Soft Clay Medium Clay Medium Clay Stiff Clay Peat Loose Sand Peat Sand Loam Clay clean moderate m c
311. n modulus of Ex 0 01 Benchmark The analytical solution is a solution for linear elastic storage The effect of creep is not involved The resolution of the storage equation see equation 24 page 288 leads to the following expression of the hydraulic head at depth z ant time t 122 zt ey z gt Eleg i BE d with m 2n 1 z Yw n 1 where cy ky Pw m d n Ky n 0 4 Porosity d 10m Drainage length Kw 2000 MPa Bulk modulus of water In case of strain dependent permeability the permeability is expressed as 123 Klt ko Alice As the initial effective stress distribution is quite constant within the layer top 1000 kPa bottom 1000 2 kPa therefore stress variation against strain is quite linear for the small second load step So the soil stiffness is constant a ufate for Isotache model with a 0 01 C 124 m f where z in 2 7 for Koppejan model with C 100 Cp OQ The solutions are worked out in an Excel spreadsheet VERIFICATION 371 MSettle result The hydraulic heads calculated by MSettle are exported to the spreadsheet using the View Data option in Time History window for comparison see Figure 22 14 The maximum relative errors are given in Table 22 18 Table 22 18 Results of benchmark 3 9 Hydraulic head at the middle of the layer for different cases Case Soil Storage Tim
312. n value The weighted least squares method minimizes the following expression 92 S zm zp We Em Zp x xo W x xg where 322 MSETTLE USER MANUAL Zp The vector with predicted settlements Zm The vector with measured settlements W A diagonal matrix containing the weights for the measurements In a probabilistic framework this matrix can be considered as the inverse of the covariance matrix of the imperfections W C see 8 18 2 The imperfections represent the inaccuracies in the measuring method and in the model assumptions x The vector with updated fit parameters MSettle uses 5 special fit parameters to scale the values of the corresponding parameters for all the different soil layers Xo The vector with initial values of the fit parameters W A diagonal matrix with the weights for the fit parameters In a probabilistic framework this matrix is equal to the inverse of the covariance matrix of the fit parameters W C Equation 93 shows the iterative solution scheme in case of a nonlinear relationship between the fit parameters and the predicted settlements 93 xY x9 4 CL D4 i zw on 2 W e 9 _ x where i The number of the iteration J The Jacobian containing derivatives of z for variations of x OZ pi Jj ee J MSettle approximates the coefficients of J for each iteration numerically by using small parameter variations perturbation method
313. n which to save the current geometry The file will be saved in the standard geometry format for the M Series Files in this format can be used in a multitude of M Series programs such as MStab MSettle MSeep and MDrill For a full description of these programs and how to obtain them visit http www delftgeosystems nl 9 3 6 Export as Plaxis DOS This option displays the Save As Plaxis DOS dialog that enables to choose a directory and a filename in which to save the current geometry The file will be saved using the old DOS style geometry format for the M Series Files in this format can be used by the finite element program Plaxis and in old DOS based versions of M Series programs such as MStab DOS and MZet DOS Saving files of this type will only succeed however if the stringent demands imposed by the old DOS style are satisfied e number of layers lt 20 e number of PL lines lt 20 e number of lines per boundary lt 50 e total number of points lt 500 To be able to differentiate between an old DOS style file and a normal geometry file the file dialog that prompts for a new filename for the old DOS style geometry file provides a default file name prefixing the current name with a D 9 3 7 Limits Use this option to edit the geometry limits Geometry Limits xj Geometry Limits Boundary limit at left m 0 000 Boundary limit at right m 75 000 Cancel Help Figure 9 23 Geometry Limits window 1
314. ndary settlement after 10000 days Percentage of original layer Percentage of the settlement relative to the height original layer height NOTE The settlements displayed in these tables are based on 100 consolidation REFERENCE 233 11 2 3 Stresses heads and settlements per vertical Darcy A table with stresses and settlements is displayed in the report for selected verticals fr e en BODES Fee as 2 Results per Vertical 2 1 Results for Vertical 1 X 2 00 m Z 0 00 m Depth Effective Hydraulic Loading Settlement Stress head Im kPa Im kPa Im 1 800 104497 1 800 104 497 3 944 1 900 104 946 1 799 104 913 3 885 2 000 105 398 1 799 105 326 3 832 L 2 100 105 849 1 799 105 738 3 783 2 200 106 298 1 799 106 148 3 737 2 300 106 746 1 799 106 556 3 692 L 2 600 108 079 1 800 107 771 3 567 2 700 108 520 1 800 108 172 3 527 2 800 108 958 1 800 108 572 3489 3 350 111 342 1 800 110 740 3 290 4 100 114 515 1 800 113 619 3 045 4 900 117 915 1811 116 593 2 809 4 900 117 915 1811 116 593 2 809 5 647 118 190 1 802 116 670 2468 6 347 118441 1 799 116 672 2 154 7 094 118 640 21 797 116 604 1 822 7 794 118 712 1 788 116 482 1 515 7 794 118 712 1 788 116 482 1 515 8 747 123 589 1 797 120 904 1314 9 747 128 549 1 798 I 125 461 1 123 210 747 133 429 1 798 129 950 0 949 11 700 138 028 I
315. ne at bottom Figure 7 10 PL lines per Layer window 7 5 Loads 7 5 1 Modeling the soil improvement The soil that has to be excavated is modeled as an initial non uniform load with the same unit weight as the original layer i e Clay very silty 1 This method is explained in detail in Tutorial 4 8 6 1 26 From the Loads menu choose Non Uniform Loads to open the input window 27 In the Load name sub window click the Add button and rename the load to Initial state 28 Mark the Initial load checkbox and enter a Total unit weight above and below phreatic level of respectively 14 4 and 18 7 kN m same as for Sand clayey 148 MSETTLE USER MANUAL 29 Enter two points using the Add row button with X co ordinate of lt 37 5 gt and lt 37 5 gt and Y co ordinate of lt 4 85 gt The excavation is modelled by simply adding a reversed initial non uniform load at time 0 by means of a negative unit weight 30 31 32 33 Click the Add button and rename the load to lt Excavation gt Unmark the Initial load checkbox Enter a Time of 0 days and a Total unit weight above and below phreatic level of respectively lt 14 4 and lt 18 7 gt kN m Enter the co ordinates of the excavation boundary given in Figure 7 11 left The filling with sand material is modeled by applying a non uniform load with the same unit weight as the sand material until the ground surface 34 35 36
316. ne Vena 0 S omm Deis on eril 4 X 50000 m Z 0000 m Method HEN Berun wh Davey Figure 4 12 Time History window Consolidation with vertical drains Settlement and Effective stress vs Time in vertical 4 Tutorial 2b 22 Click the Excess hydraulic head icon and change the Depth to 4 875 m to view the excess head development in vertical 4 at a depth of RL 4 875 m The reduction of the consolidation period by the vertical drains is clearly visible 80 MSETTLE USER MANUAL imixi Pom OO O R P Rh rBges S ree vea fF s cm Deis eso Edit R H 3 Took 2 B jr r 3 Vertical 4 X 50 000 m Z 0000 m Degth 4 875 jn Method NEN Bjerrum with Darcy Settiemert after 10000 days 1 794 jn Figure 4 13 Time History window Consolidation with vertical drains Excess head vs Time in vertical 4 at RL 4 875 m Tutorial 2b 4 3 3 Stability analysis with MStab A coupled stability analysis of the total embankment raise at 50 of the final settlement will now be used for a quick approximation of the allowed rate of loading 23 Open the Write MStab Input File window from the Results menu and enter the input according to Figure 4 14 Select the Add superelevation option for addition of the special Maintain Profile load to the geometry 24 Click OK and accept the default file name lt Tutorial 2bAt50percent gt Write MStab Input File d C Iime d
317. neous half space Highw Res Board Bull Vol 342 pp 1 13 1962 Lit 24 Lit 25 VERIFICATION 429 De Leeuw Ir E H Tabellen ter bepaling van horizontale spanningen en verplaatsingen in een homogene elastische laag van eindige dikte 1963 Laboratorium voor Grondmechanica Delft The Netherlands Deltares Report C0 432110 850 Verification of the FOSM method in MSettle Analytical solutions Nov 2008 430 wstrrLE USER MANUAL 1D Geomeltty Ju eene eere epe ertet nn 166 2D Geometry eese 166 215 Add ncc 252 non uniform load 38 254 Other load i5 esito rea eite 254 otherload eret retener 38 PENE sarna 37 253 261 points to boundary PL line 37 253 polyline eerie tonne 37 253 single line cesses 37 253 Vertical iere rhe roter eene 254 Bandwidth residual settlement 247 total settlement 246 Batch calculation 227 Bayesian updating 325 BeauDrdlits eerie teer inaia 90 199 Boundary eee ee eee eene aoo 250 nui RES 194 Boundary line eeeeeeeeeee 249 Boussinesq background 278 279 Diego 214 verification 339 341 342 345 Buisman Index background 278 279 280 281 ADUC esiste die reses ETAT 214 verification 335 338
318. nly valid for cases with initial unloading 9 2 X Materials Reliability Analysis The input of reliability analysis parameters in the Materials window is only available if the Reliability analysis checkbox in the Model window 8 9 1 1 was marked Unmark the Use probabilistic defaults checkbox to overrule the default values for the standard deviation the stochastic distribution and the correlation between soil parameters in a certain layer as defined in the Probabilistic Defaults window 8 9 1 2 See 8 18 2 for background on reliability and sensitivity analysis Material name Teisi Database Drained v Use probabilistic defaults Consolidation and unit weight Compression Mean Standard Distribution Correlation coef deviation with b C Preconsolidation pressure cp kN m Normal x C Pre overburden pressure POP kN m Normal z verconsolidation ratio OCR fq 130 0 33 Normal Y C Equivalent age days 1 00E 00 Reloading swelling constant a 1 000E 02 2 500E 03 Normal 70 01 Primary compression constant b 1 000E 01 2 500E 02 Normal M Secondary compression constant c J 5 000E 03 250E 03 Normal v Ld inser Delete Rename Figure 9 15 Materials window Compression tab for reliability analysis 183 184 MSETTLE USER MANUAL 9 2 8 Materials Horizontal Displacements The Horizontal displacements tab in the Materials window Fi
319. nput window The View Input window displays the geometry and additional MSettle input of the current project The window has the following three tabs e Geometry In this view it is possible to define inspect and modify the positions and soil types of different layers For more information about these general M Series options for geometrical modelling see the description of the Geometry menu 8 9 3 or see 8 12 4 36 MSETTLE USER MANUAL e Input In this view it is possible to define inspect and modify the additional MSettle specific input For more information on the available options see below in this paragraph e Top View This tab shows the lateral and the top view of the inputted project Figure 2 5 View Input window Top View tab INTRODUCTION The panel on the left of the view contains buttons for entering data and controlling the graphical view Click on the following buttons in the Edit Tools ox Stage panel to activate the corresponding functions Select and Edit mode In this mode the left hand mouse button can be used to graphically select a previously defined grid load geotextile or forbidden line Items can then be deleted or modified by dragging or resizing or by clicking the right hand mouse button and choosing an option from the menu displayed Pressing the Escape key will return the user to this Select and Edit mode i Add point s to boundary PL line Cli
320. ns only the Reference section of this manual To display and print the Help texts properly the Symbol TrueType font must be installed INTRODUCTION 29 1 9 Getting Support If problems are encountered the first step should be to consult the online Help at www delftgeosystems nl menu Software On the left hand side of the window Figure 1 3 In FAQ are listed the most frequently asked technical questions and their answers and in Known bugs are listed the known bugs of the program Figure 1 3 Software menu of the Delft GeoSystems website www delftgeosystems nl If the solution cannot be found there then the problem description can be e mailed preferred or faxed to the Delft GeoSystems Support team When sending a problem description please add a full description of the working environment To do this conveniently e Open the program e If possible open a project that can illustrate the question e Choose the Support option in the Help menu The System Info tab contains all relevant information about the system and the MSeries software The Problem Description tab enables a description of the problem encountered to be added ix Delft GeoSystems Delft Rotterdamseweg 185 Phone 31 88 335 73 09 GeoSystems P O Box 69 Fax 31 88 33581 11 NL 2600 4B Delft E mail support delftgeospstems nl System Info Problem Description Figure 1 4 Support window Problem Description tab 30 MSETTLE USER MANUAL
321. nt below and above the preconsolidation stress Traditionally NEN Koppejan parameters are determined using a linear strain assumption instead of natural strain 8 16 3 3 This means that applicability of linear NEN Koppejan parameters for soft soil is limited to stress levels in the field that are comparable to the stress levels used for parameter determination 17 5 1 Primary and secular compression coefficients To determine the compression coefficients from the measured strains in the interval between load step n and n 1 you must first subtract the approximate settlement swelling contributions from all preceding load steps i 1 n 1 314 MSETTLE USER MANUAL Ae t t e t Sala gti e t 75 i 1 prim i sec i 2 3 oat in On C prim n Ceci To On 1 where n The subscript denoting the load step number tn The start time of load step n days To The reference time 1 day The parameters Cprim i and Cse i in interval i possess either the value below or above the preconsolidation pressure e o lt o Corim C and Cum e o 2o0 Corim Cy and CeCe Each load step that passes preconsolidation must be split into one sub step before preconsolidation stress and one sub step after preconsolidation stress If it is assumed that pore pressures are dissipated before the following load increment then C can be estimated from the tangent of the tail of As according to Figure 17 4 and equation 76 76
322. nt on the plane shaped drain m Par The enforced air underpressure at the top of the vertical drain kPa The leakage length for sand wall plane flow is equal to G5 4 Par wj where kyky The ratio horizontal vertical permeability Deg The equivalent distance between the drains depending on the position of the calculated vertical and the type of grid triangular of rectangular D inside the drainage range a max 2 D 4 x Xisis outside the drainage range D The actual distance between the drains m Xi The horizontal X co ordinate of the limit of the drained area m w The width of the granular wall m 16 Soil and strain models MSettle calculates the transient settlement of all layers along user defined verticals using one of the following soil models e NEN Bjerrum 8 16 1 The NEN Bjerrum model is suited for cases with un and reloading by using a rate type visco plastic isotache formulation all plastic compression results from creep The NEN Bjerrum model is based on linear strain and supports the common linear strain parameters C C and Co e Isotache 8 16 2 The Isotache a b c model is suited for cases with large strains and or un reloading The model uses a rate type visco plastic formulation all plastic compression results from creep and is based intrinsically on natural strain The model uses the objective natural strain parameters a b c e NEN Koppejan 8 16 3 The classic Dutch soi
323. nt window TUTORIAL 61 3 10 Influence of submerging 55 Choose Save as from the File menu and create a copy of the input file with name lt Tutorial 1b gt 56 Choose Options from the Calculation menu and unmark the Submerging option 57 Click OK to confirm Calculation Options Li Material name Superelevation hime i Figure 3 23 Calculation Options window 58 Start the calculation by choosing Start from the Calculation menu and then clicking Start 59 After the calculation has finished choose Time History from the Results menu and view the graph of the settlements versus time Figure 3 24 Apparently the submerging of the top layer reduces the final settlement from 0 381 meters to 0 343 meters 62 MSETTLE USER MANUAL Ted GO PL P P F Dsm SF FixSeniemern ie Verh um Dei aon Vertical 1 X 50000 m Z 0 000 m Depth 0 000 ie Method NEN Bjerrum with Darcy Settlement afier 10000 days 0 361 m Figure 3 24 Time History window Surface settlement with submerging switched off Tutorial 1b 3 11 Comparison of consolidation models To illustrate the influence of the consolidation two other calculations are performed e 83 11 1 Using Terzaghi consolidation model Tutorial 1c e 8 3 11 2 Using drained layers Tutorial 1d 3 11 1 Terzaghi consolidation Perform the following steps to compare the results from the Darcy model with
324. nts 8 15 3 4 per layer Automatic Use the toggle buttons to specify whether MSettle must generation of X co generate verticals in every geometry node or with an interval ordinates First The start of the range for which verticals must be generated Last The end of the range for which verticals must be generated Interval The distance between two generated verticals Generate Click on the Generate button to execute the automatic generation of verticals REFERENCE 199 9 4 2 Vertical Drains The Vertical Drains window is only available if the corresponding option has been marked in the Model window 8 9 1 1 At the top left of the input window select a strip column or sand wall drain type Figure 9 33 Wl vertical Drains C Column Sand wall Figure 9 33 Vertical Drains window Drain Type sub window MSettle extends the one dimensional solution of the pore pressure distribution with a so called leakage term Enforced consolidation by dewatering BeauDrain IFCO PTD or vacuum consolidation can also be modelled For background see 15 4 Vertical Drains Line shaped drains Strip and Column Drain Type Drain Type Strip C Column C Sand wall C Strip ol a C Sand wall Horizontal Range Horizontal Range From Im 50000 Erom mj 5000 Io Im 50000 Io m 5000 Positioning Positioning Bottom position m eoo Bottom position m aoo Centre to centre distance m oo Centre to
325. ocess and finally get acceptable residual settlements Tutorial 3 Settlement plate fit This is the second tutorial in a sequence of two on the construction of a high embankment for the Dutch A2 highway at a viaduct crossing with the N201 road nearby Vinkeveen Vertical drains with enforced dewatering have been used to speed up the consolidation and to reduce the residual settlement The first part chapter 4 already illustrated MSettle s different features for the initial design The objectives of this exercise are e to perform a settlement plate fit after input of the actual loading stages e to perform a bandwidth determination in order to improve the predictions and reduce the uncertainty during the construction stage The following MSettle modules are needed e MSettle 1D model with Terzaghi e 2D geometry model e Darcy consolidation model e Vertical drains module e Fit for settlement plate module e Reliability analysis module This tutorial is presented on the files Tutorial 3a sli to Tutorial 3c sli and is based on measurement file Tutorial 3 txt 5 1 Actual loading steps Compared to the initial design calculation in the previous Tutorial 2f chapter 4 a waiting period of 100 days has been introduced after construction of the working floor and the installation of the drains and the additional period for the soil raise to maximum height has been extended to 264 days The available construction period 106 MS
326. of consolidation 286 Delete b ttonz 3 e ei 38 255 262 264 cce 30 Depth history graph Dispersion conditions background 287 289 ID DUL oE a ee eer n nios sedeo raa reseau E 214 verification eeuieeieeeee teer esto eti 392 Dissipations See also Degree of consolidation Distribution GIC 168 Distributiont ini DNE h AE dendsstusevaessdacdnessesevsee 183 DOS siess eese eet aa EEE EE 191 Drag and drop eeesss 266 Drainage length 286 Drained layer 175 176 Diams e cereo See Vertical drains Elasticity modulus See Young s modulus End time eei retten 214 Equivalent age eene 26 background eeeeeeeeeee 303 IDnDUL ce eee eee erneute ove e asa Rera 178 180 Error messages eeess 227 235 Export chart data geometry eese Plaxis DOS eoe eere 191 Elle menu eise cotone oanun 159 Files formats eeeeeeeeeeeeeeee 39 Fit faCtOUSiavscas ccasscsscudcacanccavieaccadcecaes 221 Fit for settlement plate background ccccccsssesseeeeeeeeeees 321 measurement input 218 model selection 167 perform fit eee certe reete 220 Flamant iiese censet ttt soon 336 FORM DaCKQTOUNG iioc etre tnnt 327 start analysis
327. oil properties to non uniform loads and layers when they are connected to a soil type in the database 8 9 2 1 8 9 6 1 While writing the MStab input file MSettle will compare all materials and non uniform loads with the materials in the selected database If a name matches with a material name in the database the soil properties are compared with the values in the database If one of them deviates MSettle prompts if you want to replace the values by the values found in the database x p One or more soils in your database have deviant values of gamma Do you want to use the database values e No Figure 11 19 Confirm window for replacement of database values Numbers between parentheses that were added to names of uniform loads while selecting them from the database 8 9 6 1 are removed before the material names are written to file 246 MSETTLE USER MANUAL 11 11 Time History Reliability This option is available only if a reliability analysis with the FOSM or Monte Carlo method was performed 8 10 4 2 The Time History Reliability window contains a graph of the mean value and the bandwidth of the time dependent settlement at the surface position of the previously selected vertical The bandwidth corresponds to a certain confidence interval This interval can be viewed and modified in the Confidence interval at the top of the window Fim o G fV Ogomo s onfdence nereix 5500 m SE I
328. ol 4 pp 28 35 2003 Den Haan E J Van Essen H M Visschedijk M A T amp Maccabiani J Isotachenmodellen Help hoe kom ik aan de parameters in Dutch Geotechniek 2004 Vol 1 pp 62 69 2004 H Den Adel amp V Trompille amp J B Sellmeijer amp M Van Geforceerde drainage 5 Schipholbaan in Dutch Geotechniek 2004 Vol 2 pp 58 64 2004 H Den Adel Uitwerking Ko CRS proef bepaling a b c parameters in Dutch Delft Cluster report 01 04 02 March 2002 Sellmeijer J B Visschedijk M A T amp Weinberg M J M Rekenen met verticale drains in Dutch Geotechniek 2004 Vol 4 pp 36 41 2004 Calle E O F Sellmeijer J B amp Visschedijk M A T Reliability of settlement prediction based on monitoring Proc 16th Int Conf Soil Mechanics Geotechnical Engineering Osaka September 2005 Rotterdam Millpress Vol 3 pp 1681 1684 Beacher G B amp Christian J T Reliability and Statistics in Geotechnical Engineering 2003 CUR publicatie 2005 1 Geforceerde consolidatie door het afpompen van water in Dutch Building on Soft soil Balkema 1996 translation of CUR Publicatie Construeren met Grond 1992 in Dutch Poulos H G amp Davis E H Elastic Solutions for Soil and Rock Mechanics John Wiley amp Sons New York 1974 Ahlvin R G amp Ulery H Tabulated values for determining the complete pattern of stresses strains and deflections beneath a uniform circular load on a homoge
329. olidation models 3 11 1 Terzaghi consolidation ceeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeneeens 3 11 2 Dramed behaviOUtE 1 eoe iere ea eere ne eo eo sE evo aea eaa ea s aee vue sea er UE FERE Se RUE 3 12 Influence of initial overconsolidation 4 TUTORIAL 2 EMBANKMENT DESIGN WITH VERTICAL DRAINS 69 4 JIntroductiODs ioc eon iere k Lene v veo LEY E vevn T E E 70 4 2 Initial embankment design Tutorial 2a eese 73 4 3 Acceleration of the consolidation process by means of vertical drains Tutorial 2b 77 4 3 1 Vertical Drains sisien snee a S Pe e eise nene repone ise annee E ESRa NES eN EESTE EEES KeA 77 4 3 2 Time History LESULES i ii eee ee eee ee eee ore e av e eoo no e eos e S ee e aa no ne Vu e vn eo su nono x 79 4 3 3 Stability analysis with MStab eeeeeeeeeeeeeeeeeeeeteeeteeeeeeeneeeeeeens 80 43 4 JDissipations TeSult c ese eee vee eee ee eoe Eno re Qr Eve revo E sho PN E SE NE va TE SEP E SEES e AVETE 82 4 4 Staged loading Tutorial 2c e eeeeee eee eee ee eterne eene eene tnn nennt nah neenon 84 4 5 Temporary preloading by soil raise Tutorial 2d ecce 89 4 6 Additional enforced dewatering Tutorial 2e eee 90 4 7 Horizontal Displacements Tutorial 2f cesses 93 4 7 1 Principles of De Leeuw method eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeees 93 4 7
330. on TUTORIAL 133 81 Click OK to confirm the input 6 5 2 Modelling the soil improvement As explained in 6 1 at time t 0 days the additional density due to soil improvement is modelled as a non uniform load with an effective unit weight equal to the difference between the initial Peat material and the new Sand material e Above phreatic level 17 5 15 2 5 kN m e Below phreatic level 20 15 9 81 14 81 kN m 82 From the Loads menu choose Non Uniform Loads to open the input window 83 Delete the existing loads Initial Soil and Excavation by selecting them and clicking the Delete button 84 Select the Improvement load and enter unit weights equal to the additional density 2 5 kN m above and 14 81 kN m below the phreatic level 85 In the co ordinates table enter the co ordinates of the four points of the excavation boundary as given in Figure 6 19 left A nil load must now be added at time 100 days to redefine the initial level for subsequent embankment construction i e non uniform nil load with a top surface at the ground level This nil load has a zero unsaturated unit weight and a saturated unit weight equal to the unit weight of water to neutralize the effect of possible submerging 86 Select Load 1 and click the Insert button 87 Rename the load with Step to surface and enter unit weights of 0 kN m and 9 81 kN m gt respectively above and below the phreatic level 88
331. on Results are shown in Figure 7 3 4 4m PL line1 V 485m GL VO Clay slightly peaty Figure 7 3 Layers in the subsoil Tutorial 5 142 MSETTLE USER MANUAL Yunssat Ysat Kvo Ck kk a b C POP The compression related parameters of the six soft layers were determined from Ko CRS constant rate of strain tests each with an unloading reloading branch This test type allows a more accurate determination of the primary compression parameters and the preconsolidation stress compared to an oedometer test The resulting parameters are given in Table 7 1 Note that the POP value is very large for Dutch conditions Table 7 1 Soil properties from Ko CRS test Tutorial 5 Pleisto Sand Sand Clay Clay Clay Clay Peat cene clayey very silty mod slight silty silty peaty kN m3 18 15 7 14 4 9 9 9 1 7 8 5 9 2 5 kN m 20 19 5 18 7 16 0 15 5 14 4 13 3 10 5 10 m d 1 3 7 2 2 7 0 6 7 0 0 53 7 9 0 01 0 082 0 353 0 396 0 209 0 316 0 213 1 1 1 1 1 1 4 10 0 0002 0 0031 0 0085 0 0090 0 0134 0 0143 0 0211 2 10 0 0419 0 0452 0 1197 0 1795 0 1825 0 2389 0 3225 0 0 0 0017 0 0025 0 0101 0 0109 0 0149 0 0187 kPa 0 20 91 4 35 6 63 5 47 5 85 0 151 0 7 1 3 Drainage using sand screens and dewatering The IFCO drainage method is based on the combination of sand screens with enforced dewatering during pumping The enforced dewatering will cause temporary pre loading by lowering of the wate
332. on coefficient of secondary compression The compression ratio for the virgin load step n follows by substitution of Cen into equation 65 a M fa cts mar Can toss by 9 1 6 zi On On 1 The reloading swell index un reloading below preconsolidation is determined in complete analogy Oo gt Op BACKGROUND 311 The parameter RR is preferably determined from unloading curves Determination from loading before the initial preconsolidation stress will usually result in values that are too low because of the sample disturbance 17 4 lsotache parameters determination Hereafter is explained how Isotache natural strain parameters are determined from oedometer test results These parameters are the Isotache natural primary compression index a the Isotache natural swelling index b and the Isotache natural secondary compression constant c See 8 17 7 for conversion from existing soil parameters for other models The simplified treatment is based on the assumption that a common oedometer test is used with doubling of load each step and a limited duration of each step Assuming drained conditions the natural strain increment at the end of one virgin load step above preconsolidation pressure can be defined approximately by equation 69 As tuata el t e t 69 paf On J max 0 cln perc Zn shifen Oni To where n The subscript denoting the load step number th The start time o
333. on of this window 3 7 Verticals MSettle determines time dependent settlements along one or more user defined verticals In this case uniform loading it is sufficient to define one vertical at the centre 37 Choose Verticals from the GeoObjects menu to open the input window TEE x Z co ordinate m 0 000 Discretisation 100 Automatic generation x co ordinates Eist Im 0 000 Last Im 100 000 Interval m Generate eme oe Figure 3 13 Verticals window TUTORAL 55 38 Enter the X co ordinate lt 50 gt 39 Click OK to confirm The defined vertical is displayed together with the defined loads in the Input tab of the View Input window See Verticals 8 9 4 1 for a detailed description of this window 3 8 Calculation 3 8 1 Calculation Options 40 Choose Options from the Calculation menu 41 In the Calculation Options window mark the Output of settlements by partial loading checkbox 42 Click OK to confirm x End of settlement calculation days 10000 Creep rate reference time days 1 000 Stress distribution Soil Buisman X J Imaginary surface Clay Sandy Loads None hed v Submergina only for soil weight and non uniform loads Load column width Maintain profile Non uniform loads m 1 00 Mstenetreme Trapeziform loads im 1 06 Time Imaginary surface ro Total uni kN7ms9 o Iteration stop criteria Wm Maint
334. on window must be chosen The strip load is inputted in MSettle using a trapeziform load bm2 1a or a non uniform load bm2 1b The final effective stresses are compared with the benchmark results in Table 21 1 These are independent of the consolidation coefficient 346 MSETTLE USER MANUAL Table 21 1 Results of benchmark 2 1 Distribution of vertical effective stress at 20 m depth acc to Boussinesq X co ordinate Benchmark MSettle Relative error m kPa kPa 96 0 115 990 115 990 0 00 10 116 217 116 217 0 00 20 116 761 116 761 0 00 30 118 220 118 220 0 00 40 122 219 122 219 0 00 50 130 070 130 070 0 00 60 134 994 134 994 0 00 Use MSettle input files bm2 1a sli and bm2 1b sli to run this benchmark 21 2 Stress distribution due to uniform strip load acc to Buisman Description A layered half space is loaded by a strip load width 20 m load 35 kPa The stress distribution in the half space is calculated using the model of Buisman This problem is identical to the problem discussed in the previous section only the stress distribution is according to Buisman instead of Boussinesq Benchmark In Lit 21 page 443 the vertical stress at 20 m depth is calculated at 7 locations see the co ordinates in Table 21 2 MSettle result The Buisman soil stress distribution in the Calculation Options window must be chosen The strip load is inputted in MSettle using a trapeziform load bm2 2a or a
335. or each limit state function the most likely parameter combination on this surface the design point by iteratively calculating the probability of failure using a linearization of Z 328 MSETTLE USER MANUAL limit state function u design point gup w 20 linearised LSF eu a Figure 18 1 FORM method Output of a FORM analysis is the standard deviation of the residual settlement in the design point together with the reliability index f ilowed 4r 11 e F where u F defines the expected mean value and o F the standard deviation of the residual settlement A large value of J implies a large probability that the allowed residual settlement will not be exceeded Crude Monte Carlo method for bandwidth of total and residual settlements The Monto Carlo method is based on the execution of a large number of settlement predictions using different parameter values that are generated from the initial or updated parameter distributions These distributions are derived from the mean value and the matrix of covariances The integration of all individual results yields the probability distribution of the settlements 18 3 Horizontal Displacements 18 3 1 Principles of De Leeuw method The De Leeuw method Lit 24 estimates the horizontal displacements based on an elastic solution for a single elastic incompressible layer characterized by the Young s modulus E and loaded by a uniform load with a certa
336. ore flexibilty is required the View nput window Geometry tab can also be used If 15 3 in a more general way Now Wizand Bask Layout Figure 12 18 New Wizarowindow Basic Layout Define measurements basic layout Lima Right Lina iet im fo Lmt right im 0 Number cele in 1 uf Ground level mj 000 Pheesi level my 106 Net gt wen amp in the first screen Basic Layout of the New Wizard window the basic framework of the project can be entered The graphic at the top of the window explains the required input When satisfy with the input just click te Next button to display te rid input screen Figure 1 1 MSettle Help window In the Help window displayed Figure 1 1 there are three ways corresponding to the available tabs to find a Help topic Contents Contents Click this button tab in the Help window for an overview of the Table of Contents Searching by Index Click this button to search for Help topics on the word basis of a specific word MSettle will find the corresponding Help topic from the list of the Index section see at the end of the document Searching by Search Click this button to search for Help topics on the word basis of specific words MSettle will find several advanced corresponding Help topic that use those words in their description 28 MSETTLE USER MANUAL List Topics List Topics In the Search tab click this button to display a lis
337. ore the load will be applied For initial loads time is set to 1 Magnitude The magnitude of the load For unloading a negative value can be entered Zero is not allowed Contact The shape factor a is used to specify the shape of the contact shape factor pressure If a 1 the contact pressure is constant represents flexible footing If a 0 a parabolic distribution is used with 0 kN m in the centre and three times the magnitude at the edge represents rigid footing Xo X co ordinate of the middle point of the rectangle Yp Y co ordinate of the middle point of the rectangle Zo Z co ordinate of the middle point of the rectangle Xwidth The dimension of the rectangle in x direction It must be greater than zero Zwidth The dimension of the rectangle in z direction It must be greater than zero 210 MSETTLE USER MANUAL Uniform Loads MSettle assumes that uniform loads are caused by soil self weight See 8 13 5 for background information The input can be done manually or by automatic generation from measured surface positions xi Load name C Trapeziform Initial load Circular Time days 50 C Rectangular Untweght kN ms i amp O0 Uniform Height H m feo Y application m 5 400 T ia em a application te jename Generate OK Cancel Help x Figure 9 46 Other Loads window with Uniform load Initial load Enable this box
338. ormed at different time in an Excel spreadsheet and compared to the MSettle results in the three tables below An MStab input file can be created from the MSettle file The non uniform loads 1 and 2 and the Super elevation load become material layers respectively layers 4 5 and 6 The effect of those three loads on the material layers layers 1 2 and 3 is calculated at time t 35days see Table 22 36 Table 22 36 Degree of consolidation of each layer bm3 12 Description Case a Case b Effect of layer 4 on layer 1 Ui t t Ui 35 days 68 92 59 22 Effect of layer 4 on layer 2 U2 t t U2 35 days 51 86 44 98 Effect of layer 4 on layer 3 Us t t U3 35 days 76 20 84 50 Effect of layer 5 on layer 1 U t te Ui 15 days 44 53 37 63 Effect of layer 5 on layer 2 U t t U2 15 days 25 71 21 33 Effect of layer 5 on layer 3 Us t t U3 15 days 53 62 71 20 Effect of layer 6 on layer 1 Ui t tpa Ui 5 days 22 75 19 67 Effect of layer 6 on layer 2 U2 t tapa U2 5 days 9 29 6 50 Effect of layer 6 on layer 3 U3 t tipa U3 5 days 29 47 50 11 The effect of load layers on themselves is nil i e 100 as well as the effect of material layers on themselves MSettle result Two calculations are performed with MSettle using two different verticals for the dissipation calculation for benchmark 3 12a vertical 1 X 0 m is used i e hz 9 m whereas for benchma
339. ormulation as the a b c Isotache model The common NEN Bjerrum soil parameters C C and C can be derived simply from oedometer tests 8 17 3 Applicability of linear strain requires that parameters are determined at the appropriate stress level The NEN Bjerrum compression parameters can either be inputted as ratios Figure 9 12 or as indices Figure 9 13 RM ij x Parameters Database Material name I Drained Consolidation and unit weight Compression C Preconsoidation pressure Op kN m Pre overburden pressure POP kN n 18 00 C Overconsolidation ratio OCR H Sa C Equivalent age fds o Input mode Compression ratio Compression index Reloading swelling ratio RR H 0 1860000 Compression ratio CR 0 4090000 Coefficient of secondary compression Ca 0 0312000 aaa ven fa Delete Rename Figure 9 12 Materials window Compression tab for NEN Bjerrum model Input as ratio 180 MSETTLE USER MANUAL Preconsolidation pressure op Pre Overburden Pressure POP Overconsolidation ratio OCR Equivalent age Reloading Swelling ratio RR Compression ratio CR Coefficient of secondary compression Ca Preconsolidation pressure in the middle of a layer The stress gradient is equal to the initial stress gradient 10 1 2 The preconsolidation pressure is the highest vertical stress experienced in the past The Pre Overburden Pre
340. ossible to add modify or delete non uniform loads per unit of area Add other load Click this button to display a window in which it is possible to add modify or delete trapezoidal circular rectangular or uniform loads Convert geometry to 1D Click this button to convert geometry to 1D Measure the distance and slope between two points Click this button then click the first point on the View Input window and place the cross on the second point The distance and the slope between the two points can be read beside the second point To turn this option off click the escape key Undo zoom Click this button to undo the zoom If necessary click several times to retrace each consecutive zoom in step that was made Zoom limits Click this button to display the complete drawing Undo Click this button to undo the last change s made to the geometry Redo Click this button to redo the previous Undo action Delete Click this button to delete a selected element NOTE This button is only available when an element is selected Automatic regeneration of geometry on off When selected the program will automatically try to generate a new valid geometry whenever geometry modifications require this During generation poly lines solid blue are converted to boundaries solid black with interjacent layers New layers receive a default material type Existing layers keep the materials that were assigned to them Invalid geometry parts are
341. parameter conversion Existing soil parameter collections often consist of NEN Bjerrum and NEN Koppejan parameters determined using a linear strain assumption Alternatively also Cam Clay based parameters for finite element analysis might be available The following equations show how you can convert these parameters to natural Isotache parameters and vice versa The formulas were derived by equaling the separate deformation contributions by reloading to preconsolidation stress virgin loading and creep Equation 57 was used for the Isotache model Equations 36 and 37 were used for the NEN Bjerrum model Equations 59 and 60 were used for the NEN Koppejan model NOTE Using the conversion formulas the user should realize that settlement prediction with linear parameters and natural parameters will only yield approximately equal settlements at one specific stress level and at one specific time 317 BACKGROUND Due to the different nature of the formulations equal settlements at any stress and any time can never be expected The following assumptions have been used during derivation e The conversion is based on the condition that the linear strain contributions are set equal at a given effective stress o and time f e The consolidation is finished at time t so that the effective stress rate has become approximately zero e The parameters for primary swelling and primary reloading below preconsolidation stress are
342. pejan s model 8 16 3 is based on separate primary instantaneous and secondary creep contributions to the settlement The model should be used prudently in case of load removal because of its limitations Another major difference with the NEN Bjerrum model is the assumed stress dependency of secondary settlements The classic NEN Koppejan model is based on linear strain MSettle offers an optional extension to natural strain 16 3 3 182 MSETTLE USER MANUAL Materials x Material name Pleistocene Clay slightly peaty Clay moderately silt Parameters Database I Drained Consolidation and unit weight Compression Preconsolidation pressure Op kN n verconsolidation ratio OCR H 1 30 C Pre overburden pressure POP kN m Primary compression coefficient Below preconsolidation pressure Cp 1 2 00E 02 Above preconsolidation pressure Cp 5 00 01 Secular compression coefficient Below preconsolidation pressure Cs 3 008 02 Above preconsolidation pressure Cs J 1 50E 02 Swelling Figure 9 14 Materials window Compression tab for NEN Koppejan model Preconsolidation pressure op Preconsolidation pressure in the middle of a layer The preconsolidation pressure is the highest vertical stress experienced in the past By default the stress gradient is equal to the initial stress gradient however the NEN Koppejan mo
343. point on a vertical is calculated for each column using formulas of stress distribution of a load column The contact pressure is assumed to be equal to the weight of the column PIU XM gt lt XR p Figure 13 3 Trapeziform load with a negative height BACKGROUND 273 13 3 Circular loads 4 Figure 13 4 Circular load The stress due to a circular load is 8 d rece where q r Prescribed stress as a function of r kN m P Magnitude of the load kN m R Radius of the circular load m r Distance in R direction m a Shape factor to specify the shape of the contact pressure If 1 the contact pressure is constant represents flexible footing If 0 a parabolic distribution is used with 0 kN m in the centre and 2P kN m at the edge represents rigid footing 13 4 Rectangular loads Figure 13 5 Rectangular load The stress due to a rectangular load is 4 a x z He ia LE 4s Jj where 274 wsETTLE USER MANUAL q x z Prescribed stress kN m M xy z Co ordinate of the centre point Magnitude of the load kN m Width of the load in x direction m Width of the load in z direction m Shape factor to specify the shape of the contact pressure If 1 the contact pressure is constant represents flexible footing If 0 a parabolic distribution is used with 0 kN m in the centre and 3P kN m at the edge represents rigi
344. ported or tabular forms can be used see 8 9 3 See the MGeobase manual for a description of special features to create cross section geometry semi automatically from CPT and or boring records 12 1 Geometrical objects A M Series geometry can be built step by step through the repetitive use of sketching geometry creation and geometry manipulation Each step can be started by using line shaped construction elements 8 12 1 2 to add line drawings After converting these drawings to valid geometry parts the specific geometry elements created can be manipulated 8 12 1 1 12 1 1 Geometry elements An M Series geometry can be composed from the following geometry elements Points A point is a basic geometry element defined by its co ordinates As stated earlier the geometry is restricted to two dimensions allowing to define X and Y co ordinates only Boundary lines A boundary line is a straight line piece between two points and is part of a boundary 250 MSETTLE USER MANUAL Boundaries A boundary is a collection of connected boundary lines that forms the continuous boundary between layers PL lines A piezometric level line is a collection of connected straight line pieces defining a continuous piezometric level Phreatic line This is a PL line that acts as phreatic line The phreatic line or groundwater level is used to mark the border between saturated and unsaturated soil Layers A layer is the actual soil layer
345. quation 105 This update will introduce correlations between the different uncertain stochastic parameters which finally yield a reduced bandwidth for the updated mean values of the settlement prediction toris acl puer 105 Gee The jacobian matrix J contains the derivatives of the settlements to the different parameters 326 MSETTLE USER MANUAL MSettle approximates the coefficients of J numerically by using small parameter variations perturbation method MSettle updates the derivatives after a fit by using the updated mean values of the parameters The input value of the imperfection e defines the diagonal covariance matrix C This imperfection represents in fact the combined inaccuracy of the measurements and the prediction model Equation 105 shows that the effect of measurements on the update of the parameter covariance will increase if the value of the imperfection becomes smaller and if parameter variations show more influence on the measured part of the settlement curve Finding a proper value for the imperfection is therefore important One might consider using T 2 TT 2 107 max measurement 7 7 Zg 2 n p P where n is the number of measurements p is the number of fit parameters amp measurement is the size of the inaccuracy in the measurements Zm is the vector with measurements and zp is the vector with predictions after a fit 18 2 3 Sensitivity analysis with influencing fac
346. r achieving the minimally required stability factor e Simplified input of loading stages at certain times with the generate loads option e The determination of the needed additional temporary preloading and its duration related to the requirements on the residual settlements e Input of enforced dewatering in combination with strip drains for the purpose of preloading e The determination of horizontal displacements according to De Leeuw theory e The determination of bandwidth in total and residual settlements from a reliability analysis The following MSettle modules are needed e MSettle 1D model with Terzaghi e 2D geometry model e Darcy consolidation model e Vertical drains module e Horizontal displacements module 70 MSETTLE USER MANUAL e Reliability module This tutorial is presented in the files Tutorial 2a sli to Tutorial 2g sli 4 1 Introduction The considered embankment has been constructed for a viaduct crossing of the Dutch A2 highway with the N201 road nearby Vinkeveen The soft subsoil consists of approximately 5 5 m of peat with a clay layer of 0 5 m on top The initial surface level resides at approximately RL 1 85 m RL reference level and the phreatic level resides at RL 2 2 m The design level of the completed embankment at the time of delivery 1000 days is at 6 m RL The base width is 103 m and the top width is 32 m See also the geometry in Figure 4 1 The totally available embankment cons
347. r or sample at time t Ah hi ho amp Engineering vertical strain Cauchy e Ah E ho e Natural vertical strain Hencky ef vA in t e ho Strain rate d dt Csw Primary swelling index unloading de n i Cay Arm with o lt Cc Primary compression index virgin loading C 1 e with o gt o perm dlogo j Ca Coefficient of secondary compression strain based _ de dlogt a Isotache Modified natural swelling index d C mm 69 in 10 b Isotache Modified natural compression index Cola 1 e9 ln10 26 MSETTLE USER MANUAL c Isotache Modified natural secondary compression constant Ca In 10 tage Initial equivalent age e Isotache tage To OCR am e NEN Bjerrum tage To OCR r To Creep rate reference time G NEN Bjerrum Reloading Swelling index 6 Cowl ef CR NEN Bjerrum Compression ratio CR Gage 176p RR NEN Bjerrum Reloading Swelling ratio Ej s 014 eo C NEN Koppejan Primary compression coefficient below pre consolidation C 1 e tn10 with o o SW Cy NEN Koppejan Primary compression coefficient above pre consolidation E Cs NEN Koppejan Secular compression coefficient below pre consolidation G v2 est with o lt o og de Cs NEN Koppejan Secular compression coefficient above pre consolidation 6 of e with o gt oO p Ap NEN Koppejan Primary swellin
348. r table and sometimes also by creating additional under pressure via sealing The sand screens are constructed roughly perpendicular to the axis of the runway with a width of 0 25 m a depth of 10 2 m below reference level and a distance of 3 5 m Horizontal drain pipes are installed inside each screen at a depth of 10 075 m below reference level A reduced pressure of 10 kPa is applied in the drain pipe during pumping Moreover the runway is sealed from surrounding water and air pressure by means of bentonite shields and an impermeable foil This way an additional air underpressure of 30 kPa is created at the top of the trenches TUTORIAL 143 Sand load ho Ls n c B Drain Clay Drain Sand Figure 7 4 IFCO system sand walls 7 2 Project How to define the layers geometry and soil properties has been explained already in the previous tutorials Use the different figures and data s given in 8 7 1 to create the geometry and then proceed with 8 7 5 for the description of the additional steps However an alternative to the manual input is to import the geometry from a so called GEO file 8 7 2 1 and to import the soil properties from an MGeobase database 8 7 3 1 7 2 1 Importing an existing geometry To import the geometry from a GEO file follow the steps below 1 Inthe File menu select New to open the New File window Figure 7 5 2 Select the Import geometry option and click OK x Geometry C New geometry
349. r the standard deviation of stochastic soil parameters Click the Consolidation and unit weight tab and the Compression tab to see all the available stochastic parameters for the selected material models NOTE The default values of the standard deviation for each material can be overruled in the Materials window 8 9 2 Distribution Select either Normal Lognormal or None The Lognormal distribution will prevent values below zero Choosing None means that MSettle will assume that this parameter is deterministic instead of stochastic Correlation coefficient with The correlation coefficient between the primary compression coefficient and the other compression parameters A zero value indicates complete independency Using a large nonzero value can cause numerical problems in combination with the probabilistic solution methods Layer boundary Standard deviation Distribution The standard deviation of the boundaries between the different layers if a stochastic distribution is used REFERENCE 169 9 1 3 Project Properties On the menu bar click Project and then choose Properties to open the input window The Project Properties window contains four tabs which allow the settings for the current project to be changed Project Properties Identification Use the Identification tab to specify the project identification data Project Properties x Identification View Input Stresses in Geometry Settled
350. re the hydraulic head distribution is Fi cy 6 exp y A t C exp y A if y gt Ywater 125 e y Fi t Ywater t C exp y A t C exp y A if Vwater 2y 2 Ypot C y C if y lt Voor where constants C to C are unknown The conditions at the top and bottom and the continuity of the head along the layer lead to the six following equations p 0 P gt Pir Yw H C6 C Po 0 93 h gt 6 h C m 0 9 gt 6 6 C C exp 2y 4 0 p ew Ad Cs C exp y A t 6 C exp y 2 2 0 Pp rly Par Vw yy C exp Voor 4 FC EXP Yvo A Cs Voor 65 0 VA p gt 6 exp Voor 4 C exp yso A 4 Cs 0 Yoot The resolution of this system leads to the following constants 2exp Ybot Asinh Yw Fair P 14 exp 2 Pur Dy Vw A A tw A Yw 2 exo Met 2 yio 4 h Yo Cs Cs Po h C5 1 C 5e P Yooe 2 Pair 7w Yw Po 1 C A Ypot h 6 C exp 2yys A 465 exP Ynot A C c exp 2y 2 C Ei Fu p exp 2y 4 1 6 Pair Yw Po C Calculations are worked out in an Excel spreadsheet using the parameters given in Table 22 22 deduced from the formulas given in 15 4 The analytical results for hydraulic head are given in Table 22 23 to Table 22 25 VERIFICATION 375 Table 22 22 Parameters used for each case of benchmark 3 10
351. recently accessed project a title panel 8 2 2 4 and a status bar 8 2 2 5 The caption of the main window of MSettle displays the program name followed by the calculation model the consolidation model and the strain type When a new file is created the default calculation model is NEN Bjerrum Linear strain the default consolidation model is Darcy and the 34 MSETTLE USER MANUAL project name is Project1 The first time after installation of MSettle the View Input window will be closed H MSettle NEN Bjerrum Darcy Linear Project MU File Project Soil Geometry GeoObjects Water Loads Calculation Results Tools Window Help De gIEmBIEIge e DIDIT NN nmn Geometry st Input 1 TopView Current object None Figure 2 1 MSettle main window 2 2 1 The menu bar To access the MSettle menus click the names on the menu bar File Project Soil Geometry GeoObjects Water Loads Calculation Results Tools Window Help Figure 2 2 MSettle menu bar The menus contain the following functions File Standard Windows options for opening saving and sending files as well as several MSettle options for exporting and printing active windows and reports 8 8 1 Project Options for selecting the model types defining project properties and viewing the input file 8 9 1 Soil Options for defining the soil type properties 8 9 2 Geometry Options for defining layers boundaries soil types an
352. ribution in the Calculation Option window must be chosen The triangular load is inputted in MSettle using the Other Loads window trapeziform i e bm1 9a or the Non Uniform Loads window i e bm1 9b The changes in vertical stress are compared with the benchmark results in Table 20 9 Table 20 9 Results of benchmark 1 9 Change in vertical effective stress at 25 m depth acc to Boussinesq X co Benchmark MSettle Relative error ordinate kPa kPa m Ao O initial O final Ao Ao 10 13 70 128 75 142 45 13 70 0 00 0 27 53 128 75 156 28 27 53 0 00 10 44 52 128 75 173 27 44 52 0 00 20 54 28 128 75 183 03 54 28 0 00 30 51 03 128 75 179 78 51 03 0 00 40 36 18 128 75 164 93 36 18 0 00 50 19 39 128 75 148 14 19 39 0 00 Use MSettle input files bm1 9a sli and bm1 9b sli to run this benchmark 344 wsETTLE USER MANUAL 20 10 Stress distribution due to circular load acc to Buisman Description A layer is loaded by a uniform circular loading magnitude g 20 kN m radius R 10 m The change in vertical stress under the center of this circular load is checked using equation from literature Benchmark The integration of the stress distribution equation under the center of a circular load according to Buisman has been solved in Lit 22 The change in vertical stress is given by the following equation 4 y 118 Ao q 1 118 Agy zs The change in vertical stres
353. ring Vertical nr 1 Vertical nr 1 Vertical nr 1 Figure 22 17 Comparison between MSettle and the spreadsheet hydraulic head distribution for Detailed Enforced Dewatering 22 11 Settlements during the Terzaghi consolidation process with vertical drainage Description A two layers sytem Table 22 27 with initials piezometric levels of x 9 m and Potton 3 T respectively at the top and bottom is consolidated by means of vertical drains A uniform load of Oraa 200 kPa is applied Verifications are performed for the three types of drain sand wall column drain and strip drain in combination with three types of dewatering off simple or detailed input Therefore nine cases are checked as shown in the following table VERIFICATION 379 Table 22 26 Cases overview for benchmark 3 11 Case Drain type MSettle file Soil model Input dewater Grid A Sand wall bm3 11a Isotache off B bm3 11b NEN Bjerrum Simple C bm3 11c NEN Koppejan Detailed D Column bm3 11d NEN Koppejan Off Undetermined E bm3 11e Isotache Simple Rectangular E bm3 11f NEN Bjerrum Detailed Triangular G Strip bm3 11g NEN Bjerrum Off Rectangular H bm3 11h NEN Koppejan Simple Triangular I bm3 11i Isotache Detailed Undetermined J No drain bm3 11j Isotache K bm3 11k NEN Bjerrum L bm3 11l NEN Koppejan Table 22 27 Materials properties bm3 11
354. rk 3 12b vertical 3 X 6 m is used i e hs 4 m VERIFICATION 309 The values of the dissipation ratio are found using the View Data option in Dissipations window In order to check the coupling with MStab an input file is created using the Write MStab input option in the Results menu at time t 35 days In MStab the values of the degree of consolidation in the Water menu are checked Table 22 37 Results of benchmark 3 12a Dissipations Time MSettle Benchmark Relative error days 9o 90 9o Layer 1 2 12 439 12 439 0 00 5 21 837 21 837 0 00 10 33 439 33 439 0 00 20 50 043 50 043 0 00 30 61 688 61 688 0 00 80 88 300 88 300 0 00 Layer 2 2 3 374 3 374 0 00 5 8 225 8 225 0 00 10 15 851 15 851 0 00 20 29 879 29 879 0 00 30 42 241 42 241 0 00 80 79 828 79 828 0 00 Layer 3 2 16 971 16 971 0 00 5 28 641 28 641 0 00 10 42 155 42 155 0 00 20 59 475 59 475 0 00 30 70 215 70 215 0 00 80 91 558 91 558 0 00 Table 22 38 Degree of consolidation in MStab bm3 12aAt35 sti MStab Benchmark Relative error Effect of superelevation load on layer3 29 29 0 00 Effect of superelevation load on layer2 8 8 0 00 Effect of superelevation load on layer 1 22 22 0 00 Effect of load 2 on layer 3 52 52 0 00 Effect of load 2 on layer 2 23 23 0 00 Effect of load 2 on layer 1 43 43 0 00 Effect of load 1 on layer 3 74 74 0 00 Effect of load 1 on la
355. rt pm MSettle can also generate non fatal warning messages if the input is unrealistic or can be improved You can either choose to Close the Start Calculation window without performing a calculation and change the input according to the warning messages or to Continue the calculation without taking into account the warning messages In this case the warning messages will be also printed in the Report 11 2 7 Unmark the Halt on Warnings checkbox in the Program Options window 8 8 2 2 in case you want MSettle to proceed after warnings without pausing TE The screen displays a progress overview The calculation can be aborted by clicking the Abort button Therefore no results in the Results menu will be available Two kinds of calculation are available e a regular deterministic analysis 8 10 4 1 e a reliability and sensitivity analysis 8 10 4 2 224 MSETTLE USER MANUAL 10 4 1 Regular deterministic analysis Start Calculation xj Fit IV Use fit parameters 1 2 000 m id Measurement file Tutorial 4 sim Vertical Coefficient of determination 0 953 Imperfection 0 095472 m Dissipation IV Add dissipation calculation 1 2000 m E Vertical Calculation progress 0 Iteration oft Options Close Continue Help Figure 10 10 Start Calculation window for a regular analysis Use fit parameters Add dissipation calculation Select this option
356. s are set equal at the final time t 10000 days with an effective stress of o ov ova 11 08 kPa The NEN Koppejan and NEN Bjerrum linear parameters are deduced from the Isotache natural parameters using the conversion formulas given in 8 17 1 This leads to the parameters given in the following table Table 23 14 Isotache and NEN Bjerrum parameters deduced from conversion Single load step Oedometer test RR 0 0767528 0 1097234 CR 0 2302585 0 3054891 C 0 0624900 0 0769798 a 3 466E 02 5 042E 02 b 1 128E 01 2 030E 01 c 3 439E 02 8 704E 02 Ep prim 0 07538 0 10777 Epi 0 14978 0 53799 MSettle result The settlements calculated by MSettle are exported to the spread sheet using the View Data option in Time History window for comparison see Figure 23 6 The relative error is given in Table 23 14 409 410 MSETTLE USER MANUAL Table 23 15 Results of benchmark 4 7 Settlements at 0 1 and 100000 days Time MSettle Relative error Koppejan Isotache Bjerrum Isotache NEN Bjerrum days mm mm mm 96 Single load step bm4 7a bm4 7b bm4 7c 0 1 2 99 2 23 2 25 34 08 32 89 9 66 4 28 4 28 4 23 0 00 1 18 39 74 5 01 5 02 4 99 0 20 0 40 80 5 38 5 37 5 37 0 19 0 19 Oedometer test bm4 7d bm4 7e bm4 7f 10 0 68 1 46 0 75 53 42 9 33 20 1 44 3 31 1 81 56 50 20 44 30 2 24 5 29 3 33 57 66 32 73 40 3 86 7 16 5 09 46 09 24 17 50 5 92 8
357. s constructed on a two layers system using the following load steps see Figure 23 4 e atti 35 day top level of the embankment at 2 m height above surface level e at te 45 day top level of the embankment at 5 m height above surface level e at ts 85 days top level of the embankment at 7 5 m height above surface level e at t 235 days embankment removed VERIFICATION 403 Figure 23 4 Geometry of benchmark 4 4 The material properties are given in Table 23 5 A shift time of 35 days and a shift settlement of 0 3 m are used Table 23 5 Materials properties bm4 4 Parameters Unit Material 1 bottom Material 2 top G m s 5x107 1x 10 kv m d 3 x 10 6 x 10 OCR 1 4 1 8 NEN Bjerrum soil model RR 0 05 0 03 CR 0 5 0 3 C 0 05 0 03 NEN Koppejan soil model Cp 50 25 Cy 10 5 Cs 300 400 Cs 80 100 Ap 50 25 As 300 400 Isotache soil model a 0 05 0 03 b 0 5 0 3 c 0 05 0 03 404 wsETTLE USER MANUAL Measurement files slm generated with MSettle The measurement files are created using MSettle settlement curve results for the same geometry but using material parameters multiplied by known fit factors see values in Table 23 6 to Table 23 11 In order to take into account the shift settlement a settlement of 0 3 m is added to the output settlements In order to t
358. s done by clicking the right hand mouse button after selecting the poly line and then choosing the Properties option in the pop up menu 8 12 5 3 The underlying grid helps the user to add and edit poly lines Use the Properties option in the Project menu to adjust the grid distance and force the use of the grid by activating Snap to grid 8 9 1 3 When this option is activated each point is automatically positioned at the nearest grid point The specified line pieces must form a continuous line along the full horizontal width of the model This does not mean that each line piece has to be connected exactly to its predecessor and or its successor Intersecting line pieces are also allowed as shown in the examples of Figure 12 10 Z ME perde ics 1 2 3 Figure 12 10 Examples of configurations of poly lines e Configuration 1 is allowed The different lines are connected and run from boundary to boundary e Configuration 2 is also allowed The different are connected They are defined as being connected because they intersect The line construction runs from boundary to boundary e Configuration 3 is illegal as there is no connection with the left boundary 260 MSETTLE USER MANUAL Add point s to boundary PL line Use this button to add extra points to lines lines polylines boundary lines PL lines By adding a point to a line the existing line is split into two new lines T
359. s general options e Times 8 10 2 to define time points for tabular output of remaining settlements e Fit for Settlement Plate 8 10 3 to perform a fit on measured settlements e Start 8 10 4 to start a regular or a reliability analysis e Batch Calculation 8 10 5 successive calculations for different input files 10 1 Calculation Options In this window a wide range of specific calculation options can be modified depending on the geometry dimension and the calculation model e Input fields for 1D geometry 8 10 1 1 e Input fields for 2D geometry 8 10 1 2 10 1 1 Calculation Options 1D geometry If a 1D dimension option was selected in the Model window 8 10 1 2 the Calculation Options window contained only few input fields which depend on the calculation model 214 MSETTLE USER MANUAL x End of settlement calculation days 8q Creep rate reference time days 1 000 Dispersion conditions layer boundaries Top Bottom Stress distribution Soil drained Preconsolidation pressure within a layer drained X Variable correction at every step Cancel Help Figure 10 1 Calculation Options window for 1D geometry Dispersion conditions layer boundaries Stress distribution Soil End of settlement calculation Creep rate reference time This parameter is required only for Terzaghi consolidation model Use this option to influence the drainage length of the soil layers Drainage can
360. s is calculated at different depths Results are given in Table 20 10 MSettle result The changes in vertical stress are compared with the benchmark results in Table 20 10 Table 20 10 Results of benchmark 1 10 Change in vertical effective stress under the center of a circular load acc to Buisman Depth Benchmark MSettle Relative error m kPa kPa 96 Ao O initial O final Ao Ao 0 20 00 0 00 20 00 20 00 0 00 5 19 93 28 75 48 68 19 93 0 00 10 19 20 53 75 72 95 19 20 0 00 12 18 60 63 75 82 35 18 60 0 00 14 17 84 73 75 91 59 17 84 0 00 16 16 95 83 75 100 70 16 95 0 00 18 15 99 93 75 109 74 15 99 0 00 20 15 00 103 75 118 75 15 00 0 00 Use MSettle input files bm1 10 sli to run this benchmark 21 Benchmarks from literature approximate solution The benchmarks in this chapter have no exact analytical solution but are documented in literature and therefore approximate solutions are available 21 1 Stress distribution due to uniform strip load acc to Boussinesq Description A layered half space is loaded by a strip load width 20 m load 35 kPa The stress distribution in the half space is calculated using the model of Boussinesq with a column width of 0 5 m Benchmark In Lit 21 page 443 the vertical stress at 20 m depth is calculated at 7 locations see the co ordinates in Table 21 1 MSettle result The Boussinesq soil stress distribution in the Calculation Opti
361. s now displayed in the Input tab of the View Input window The m Zoom limits button in the Tools panel can be used to optimize the limits of the drawing Figure 4 25 ed Figure 4 25 View Input window Input tab Tutorial 2c 36 Open the Calculation Options window from the Calculation menu unmark the Maintain Profile option and click OK to confirm 37 Open the Calculation Times window from the same menu and add a number of times for residual stress calculation according to Figure 4 26 TUTORIAL 87 Calculation Times xj Figure 4 26 Calculation Times window Tutorial 2c 38 Check that the drain distance is 2 m in the Vertical Drains window and perform a first calculation in the Start Calculation window 39 View the development of the total settlement Figure 4 27 the excess head at Depth 4 875 m Figure 4 28 and the residual settlement Figure 4 29 through the Results menu after selecting Vertical number lt 4 gt i e horizontal co ordinate 50 m The residual settlement at 900 days is 0 278 m while the allowed value is 0 15 m 5 sues g GP P Be sonat INN F al em nen fro s Time dust Vertical 4 X 50 000 m Z 0 000 m Depth 1 060 In Method NEN Bjerrum with Darcy Settlement after 10000 days 3767 n Figure 4 27 Time History window Settlement and Effective stress vs Time in vertical 4 for drain distance 2 m Tutoria
362. s of vertical drains At the end of drainage the hydraulic head distribution along the layer is stabilized Results are compared with the analytical solution given in Lit 11 in which the storage equation is written for a stationary phase after consolidation Verifications are performed for the three types of drain sand wall column drain and strip drain in combination with three types of dewatering off simple or detailed input Therefore nine cases are checked as shown in Table 22 19 Table 22 19 Cases overview for benchmark 3 10 Case Drain type MSettle file Soil model Input Grid dewatering A Sand wall bm3 10a Isotache Off B bm3 10b NEN Bjerrum Simple C bm3 10c NEN Koppejan Detailed D Column bm3 10d NEN Koppejan Off Undetermined E bm3 10e Isotache Simple Rectangular F bm3 10f NEN Bjerrum Detailed Triangular G Strip bm3 10g NEN Bjerrum Off Rectangular H bm3 10h NEN Koppejan Simple Triangular I bm3 10i Isotache Detailed Undetermined The drain characteristics and the dewatering data s are given in the table below The hydraulic head distribution is calculated for two verticals e Vertical 1 is situated within the drainage range at the right limit e Vertical 2 is situated 10 m at the right of the drainage right limit The unit weight of water is set to w 9 81 kN m and the ratio hor vert permeability is ky kv 1 3 Table 22 20 Vertical drains characteristics ben
363. s option off click the escape key Undo zoom Click this button to undo the zoom If necessary click several times to retrace each consecutive zoom in step that was made Zoom limits Click this button to display the complete drawing Undo Click this button to undo the last change s made to the geometry Redo Click this button to redo the previous Undo action REFERENCE 255 x Delete Click this button to delete a selected element NOTE This button is only available when an element is selected See 8 12 5 2 for more information on how using this button E Automatic regeneration of geometry on off When selected the program will automatically try to generate a new valid geometry whenever geometry modifications require this During generation poly lines solid blue are converted to boundaries solid black with interjacent layers New layers receive a default material type Existing layers keep the materials that were assigned to them Invalid geometry parts are converted to construction elements Automatic regeneration may slow down progress during input of complex geometry because validity will be checked continuously Previous stage Click this button to view the previous stage in the sequence of loading Next stage Click this button to view the next stage in the sequence of loading 12 3 3 Legend At the right side of the View Input window Figure 12 2 the legend belonging to the geometry is sho
364. s to lt 1 gt in the Materials tab from the Fit for Settlement Plate window 20 Click the Iteration button to open the Iteration stop criteria window and change the default iteration stop criteria to the values displayed in Figure 5 13 The coefficient of determination is defined as 1 minus the division of the square of the final imperfection by the square of the initial one The required iteration accuracy is the minimally required improvement in the coefficient of determination per iteration Click OK to confirm Iteration stop criteria x Maximum number of iterations H 20 Required iteration accuracy 0 0000000001 Required coefficient of determination 0 380 Cancel Help Figure 5 13 Iteration stop criteria window Tutorial 3b 21 Click Fit to start the automatic iterative modification of the fit factors 114 MSETTLE USER MANUAL MSettle uses a robust weighted least squares procedure which minimizes not only the deviation between prediction and settlement but also the deviation between the initial and modified parameter Separate weights can be attached to each of the fit factors The default weights are suited for most purposes A large weight on a fit factor will reduce the freedom to deviate from 1 The default weights are the largest for the two compressibility ratios because a local variation in primary virgin compressibility is likely to be correlated to a similar variation in reloading and secondary compr
365. selection area However if the percentage is set to a relatively high value the accuracy required for the selection of certain geometry items may be inaccurate In other words it will most likely result in too many ambiguous selections see the following section or will make it difficult to perform an intentionally empty selection Ambiguous selection A selection of geometrical elements can be ambiguous Figure 12 14 gives an example a user may want to select a point a boundary line a boundary or a PL line As several elements are in close proximity to each other MSettle does not automatically select an element Figure 12 14 Selection accuracy as area around cursor In this case MSettle requires the user to assign the element that is to be selected by displaying a pop up menu Figure 12 15 with the available types of elements within the range of the selection click It is possible to select the element from this menu Select Point Select Boundary Line Select Boundary Select PlLine Figure 12 15 Selection accuracy as area around cursor Clear selection It is possible to clear a selection by clicking in an area without geometry elements in the direct area 12 5 2 Deletion of elements Click the Delete button to delete a selected element This button is only available when an element is selected When a point is selected and deleted it and all lines connected to it are deleted as shown in Figure 12 16 REFER
366. self weight Therefore the top surface of that load must be defined The sequence of loading also must be defined MSettle assumes that the base of a non uniform load is equal to the top surface of the previous non uniform load in case of load increase See 8 13 1 for background information and see Calculation Options 8 10 1 for related important options such as maintain profile load submerging and stress distribution in loads 204 MSETTLE USER MANUAL osdpame Initial load Initial state Excavation Time days 39 Pre load foundation Sequence of loading H v End time days 100 Total unit weight Above phreatic level kN m3 17 50 kN m 20 00 Import from Database Below phreatic level X co ordinate m Y co ordinate m 1 37 500 4 850 2 35 500 4 183 a 0 000 3 650 v 4 35 500 4 183 5 37 500 4 850 Add Insert l Delete Rename z EN za E Figure 9 39 Non Uniform Loads window Initial load Enable this box if the load affects only the initial stresses and if the load does not cause any creep or consolidation MSettle sets the time of application at 1 Time The number of days before the load will be applied The time must correspond to the sequence of loading For initial loads the time is set to 1 Sequence of loading The sequence of loading must match the time at which the loads will be applied To change the sequenc
367. seseeeseseeseesateen e tok eoe bba eoa e FER REESE SERRE BEER ERI 20 1 3 3 Horizontal displacements eeeeeeeeeeeeeeeeeeeee eene n nennen nnne nnne 20 MM TT 21 nich PT 23 1 5 1 Darcy vs Terzaghl isis eesein ror ka era e ER SERE ERR EXER E ERR EVEEEEER ERR iniisa 23 1 5 2 NEN Koppejan vs NEN Bjerrum Isotache 424 1 6 Minimum System Requirements eeesssseeeeeeeeeeeeeeee eene eene nnne nennen 24 1 7 Definitions and Symbols eere rna naa nna nha nana nva gua va gua u genug 25 1 8 Getting Help sisse eere tae o poen huge EH EFE PER ERR FER EEX ERE EEE RE PATONES RENE EE EEES 1 9 Getting Support ee eror ee nne eoe no be E Ee Fla oaa Cua s RES E CF RAE SES REENE Ka E SEE RE ERE 1 10 Deltares nnsa 1 11 Delft GeoSystems 1 12 Acknowledgements ccicsccccccscescsccectecsesecescsecesiceacaeciesacaucdcsdccgadasivesssseanecssacssaueees 31 2 GETTING STARTED 2 1 Starting MSettle 2 2 Main Wind PR 2 231 The men Dar iuis eee eterne teer treo era te eh e eA Cep E eA FER E PARERE e ERE Fee see eiua 34 LEE E TETUR D M aS 35 2 2 3 View Input WindOW i e conten ete e ehe cox ee eh sassis REA S einsa enina etaa iani 35 ELEME LEE E 39 2 2 5 Status Dari aes eere rhe o VERE PRENNE KORR TERN ER RAVENNA RR EVE ERAR 39 CNEB SI c 39 2 44 Tips And Tricks sco seeete e ne pe nee EXE EENEN ERE R
368. sidual settlement after 1000 days is now approximately 0 13 0 03 m Figure 5 19 with a probability of 11 that the maximum of 0 15 m is exceeded Residual Settlement Reliability ol x R P Yet fi sj om Confidence interval x ESL Smo n T t y 10 100 1000 10000 Time days Residual settlement rn o amp E E E 2 D a x 1 100 1000 10000 Vertical 1 X 50 000 m Z 0 000 m Allowed residual settlement 0 15 Method NEN Bjerrum with Darcy Monte Carlo Figure 5 19 Residual Settlement Reliability window Tutorial 3c 118 MSETTLE USER MANUAL 5 5 Conclusion This tutorial illustrates that the initial uncertainty at the design stage can be reduced significantly during the construction stage by using measurement data Conditions for such a significant reduction are however that a large number of measurements is available in combination with a low imperfection value 0 05 m or less Tutorial 4 Ground improvement This tutorial illustrates the modelling of ground improvement using two different methods To reduce the settlement by embankment construction part of the original soil peat is first replaced by sand The objectives of this exercise are e To simulate ground improvement replacing soft soil by a foundation layer of sand e To apply a load using different construction stages e To analyze the settlement results by comparing both met
369. sis Reading of measurement data is now also supported from files with tab delimited format TXT or comma delimited format CSV e An evaluation version of the Reliability module has been added 8 10 4 2 This module offers different methods to determine the bandwidth and the parameter 22 MsETILE USER MANUAL sensitivity for the total settlement and the residual settlement The initial bandwidth follows from the assumed standard deviation of the parameters MSettle derives this uncertainty measure from defaults or from user input 8 9 1 2 A preceding settlement plate fit will affect the parameter uncertainty and therefore the bandwidth of the predicted settlements e A graph of loading versus time has been attached to the graph of settlement versus time 8 11 5 8 11 5 2 e Input of temporary loading has been simplified by the introduction of an end time for non uniform loading 8 9 6 1 e A graph of residual settlements versus different start times has been made available 8 11 7 e The Material window 8 9 2 was redesigned in order to separate the parameters for the soil model from the parameters for the consolidation model An equivalent age indication of over consolidation was added to the NEN Bjerrum and Isotache models Version 8 2 was released in 2009 This version includes the following improvements and new features e The Darcy consolidation model has been strongly improved and is now the default consolidation
370. solidation coefficient C Constant permeability C Strain dependent permeability Vertical consolidation coefficient Cv m s 2 47E 08 2 38E 08 Log noma Permeability strain modulus 1 000E 15 permeability 1 3 5 1576 06 Normal E Ratio hor vert consolidation coef Ch Cv 1 000 fo 250 Log normal Material name T Drained Peat Sand Pleistocene Use probabilistic defaults Consolidation and unit weight Compression Mean Standard Distribution Correlation coef deviation with CR Preconsolidation pressure Op kN nf format Pre overburden pressure POP Nm 512 fs flognoma 7 verconsolidation ratio OCR gH T Www 4 C Equivalent age dys o Input mode Compression ratio Compression index Reloading swelling ratio RR H 0 1320000 fo 0500000 Los nomal 0 00 Compression ratio CR 4 0 2370000 Jo csoo000 Los nomal Coefficient of secondary compression Ca 0 0262000 foo 10000 Los nomal 10 00 Figure 4 43 Materials window for Clay Tutorial 2g 99 100 MSETTLE USER MANUAL Material name T Drained Band Eeiocene Use probabilistic defaults Consolidation and unit weight Compression Mean Standard Distribution deviation Total unit weight Above phreatic level kNm 10 15 025 Lognomal Y Below phreatic level kNm 10 15 025 Lognomal Y Storage Vertical consolidation coefficient C Cons
371. ssure POP is defined as the preconsolidation pressure minus the initial in situ vertical effective stress The Overconsolidation Ratio OCR is defined as the ratio of preconsolidation pressure and in situ vertical effective stress Pressing the TAB key will show the corresponding equivalent age according to equation 53 of page 303 This enables you to check if the combination of the OCR value with the compression parameters is realistic The equivalent age is an alternative input option for the overconsolidation ratio It expresses the required time after virgin loading if the overconsolidation would have been caused by ageing only Pressing the TAB key will show the corresponding OCR according to equation 53 of page 303 The reloading swelling ratio is used to calculate the primary settlement below preconsolidation stress The parameter relates the linear strain to the logarithm of stress during un reloading The compression ratio is used to calculate the primary settlement above preconsolidation stress The parameter relates the linear strain to the logarithm of stress during virgin loading The secondary compression coefficient is used to calculate the secondary time dependent settlement The parameter relates the linear strain to the logarithm of time after virgin loading A zero value indicates non creeping soil Input mode Compression ratio Compression index Reloading swelling index Cr fy 00390000 Compress
372. ssure distribution can vary if the Constant option was selected it is a vertical line but if the Variable option was selected the it is parallel to the initial effective stress fo Deuce S UV vea s P remm EP Foden Joji EERE monos My MI Vertot OF 40000m Z 0000 m Mao MD Kagem wit Targi Anew srani Figure 11 13 Depth History window for Terzaghi consolidation model REFERENCE 241 Stress Enable this checkbox to display the initial and or final pore pressure total stress and effective stress in the left hand chart Deformation Enable this checkbox to display the graph of settlement in time or the graph of horizontal displacements in the right hand chart Vertical Type the vertical number that must be displayed or click the arrow up and arrow down keys S to scroll through the available verticals Initial Enable this checkbox to display the graphs of the initial stresses total stress effective and water stresses against the depth Final stress Enable this checkbox to display the graphs of the final stresses total effective and water stresses against the depth Time Select a time from the drop down list to display the corresponding Depth Settlement graph When typing the first digit of a desired time the next available time starting with that digit is displayed Use the arrow down keys to scroll through the available depths Use the Pan and Zoom A
373. t h x y where y Yinsat if layer i is unsaturated and y Yar if layer i is saturated The effective stress is o y t o y t p y t The initial excess pore pressure and hydraulic head are nil as the consolidation process has not yet started The final excess hydraulic head is nil the consolidation process is finished high permeability of the layers but the excess pore pressure is D y t v s y t Calculations are performed in an Excel spreadsheet using the formulas given above and lead to the results given in Table 22 9 to Table 22 11 and also presented in the figures below 362 MSETTLE USER MANUAL Table 22 9 Initial and final stresses for case 1 phreatic line above ground surface Depth Initial state Final state o o 9 p o o 9 p Pa Az m kPa kPa m kPa kPa kPa m kPa kPa m 0 5 90 105 2 15 290 339 56 49 56 34 56 3 456 0 82 5 1125 3 30 282 5 344 85 3 62 35 32 35 3 235 0 102 5 1125 1 10 302 5 344 85 1 42 35 32 35 3 235 1 112 5 1325 1 20 312 5 360 88 1 48 38 28 38 2 838 1 132 5 132 5 1 0 332 5 360 88 1 28 38 28 38 2 838 2 147 5 1475 2 0 347 5 372 42 2 24 92 24 92 2 492 5 112 5 192 5 3 80 312 5 406 92 3 94 42 14 42 1 442 5 192 5 192 5 5 0 392 5 406 92 5 14 42 14 42 1 442 6 212 5 212 5 6 0 412 5 424 15 6 11 65 11 65 1 165 7 5 140 235 2 95 340 442 12 2 102 12 7 12 0 712 7 5 235 235 7 5 0 435 442 12 7 5 7 12 7 12 0 712 8 244
374. t weight above and below phreatic level to model the removing of the load as illustrated in Figure 5 3 108 MSETTLE USER MANUAL Non Uniform Loads Figure 5 3 Non Uniform Loads window Last load 6 Open the Vertical Drains window and increase the Start of drainage of 20 days and the Begin and End time of enforced dewatering of 100 days to get the same window as Figure 5 4 Click OK to confirm Vertical Drains g Figure 5 4 Vertical Drains window 7 Open the Calculation Times window and modify the times according to Figure 5 5 Click OK to confirm TUTORIAL 109 Time days wowo en co ro Figure 5 5 Calculation Times window Press the function key F9 to open the Start Calculation window 9 View the transient settlement and effective loading at the surface level after selecting Vertical number 4 in the Time History window from the Results menu Figure 5 6 and check that the predicted final settlement is 3 747 m PRP R P oomo S reiten vea E S cm Deni raon Vertice 4 X 50000 m Z 0 000 m Depth 1 860 0m Methodi MEN Bjerrum with Darcy Settienect afer 10000 deyt 3 747 nd Figure 5 6 Time History window Settlements and Effective stress at surface level vs Time for vertical 4 Tutorial 3a 10 Open the Residual Settlement window and check tha
375. t Clay Medium Clay I Drained Consolidation and unit weight Compression Loose Sand Dense Sand Sand C Preconsolidation pressure lp KN n ravel Loam C Pre overburden pressure POP kN r determined Dyerconsolidation ratio OCR u fro C Eguivalent age days 5 550E 00 Reloading swelling constant a IH 1 000E 02 Primary compression constant b 1 000E 01 Secondary compression constant c 5 000E 03 Figure 6 11 Materials window Compression tab for Peat Loads As explained in 8 6 1 the soil that has to be excavated is modeled as an initial non uniform load with the same unit weight as the Peat layer From the Loads menu choose Non Uniform Loads to open the input window In the Load name sub window click the Add button and rename the load with name Initial soil Mark the Initial load checkbox Enter a Total unit weight above and below phreatic level of 15 as for Peat 37 38 39 40 41 8 6 4 1 Enter two points using the Add row button with X co ordinate of lt 60 gt and lt 60 gt and Y co ordinate of lt 0 gt see Figure 6 12 127 128 MSETTLE USER MANUAL H Non Uniform Loads J x Load nana V Initial load Time days 7 Sequence of loading af I End time days Total unit weight Above phreatic level kN m3 15 00 Below phreatic level kN m3 15 00 Import from Database X co
376. t for Settlement Plate window enables the execution of a fit of the prediction on the measured settlements at a certain position in a certain vertical Fit for Settlement Plate x Vertical AE E Measurements Materials Plate positioned on top of 12 1208 z Soil model Isotache mE Consolidation model Terzaghi v a Fit Show Current Iteration M 10 Holly Fit results i 3Calz zi Coefficient of determination 0 953 Imperfection 0 095472 m Ratio primary secondary settlement 84 16 Fit factors m Current Previous Weight v Ratio primary swelling virgin a b 1 006 1 000 10 00 v Virgin primary compression b 1 126 1 000 4 00 JV Ratio secondary primary c b 1 100 1 000 10 00 Iv Preconsolidation stress POP or OCR 0 893 1 000 3 00 Iv Consolidation coefficient Cv 0 223 1 000 1 00 des Figure 10 5 Fit for Settlement Plate window Materials tab Plate positioned Select the layer which top defines the vertical location of the on top of settlement plate By default the top layer is selected Selection of material Select the soil types for which you allow scaling of soil parameters By default all layers are selected Fit factors Iteration Current Previous Weight Reset Ec Show Current Coefficient of determination Imperfection REFERENCE 221 Select the parameters for which you allow scaling by hand or by automatic fitting By d
377. t hand mouse button in the graph area 98 Select View Data 99 In the Chart Data window displayed Figure 6 23 select the columns with the mouse 100 Use the Copy button D to copy the data to the Windows clipboard Wi chart Data x Effective stress Settlement Time days Settlement m 0 10 0 10 0 20 0 33 0 49 0 69 0 34 1 26 1 67 2 18 2 82 3 63 4 65 5 94 7 56 9 60 12 18 1543 1853 0 002 0 002 0 002 0 003 0 003 0 003 0 004 0 004 0 005 0 006 0 006 0 007 0 008 0 010 0 011 0 013 0 015 0 017 0 020 003 Figure 6 23 Chart Data window vertical 1 of Tutorial 4b TUTORIAL Using the steps described above both chart data s for both methods can be pasted in a spreadsheet for direct comparison as shown in Figure 6 24 for settlement curve and Figure 6 25 for effective stress curve Those figures show that both methods give approximately the same results in vertical 1 Settlement m 2 2 2 4 Time days 10 100 1000 10000 Tutorial 4a method 1 Vertical 1 Tutorial 4b method 2 Vertical 1 Load 1 Load 2 Figure 6 24 Settlement vs Time Comparison between methods 1 and 2 137 138 MSETTLE USER MANUAL 250 La N em kz 3 8 8 E S 3 200 Tutorial 4a method 1 Vertical 1 Tutorial 4b method 2 Vertical 1 150
378. t of 17 5 kN m and a wet weight of 20 kN m The height of the load is 2 m The total settlement of this one dimensional problem is calculated with and without submerging taken into account Benchmark In Lit 21 page 443 the total settlement of the surface is calculated 10000 days 100 consolidation with and without submerging taken into account MSettle result The total settlements are compared with the benchmark results in Table 21 5 Table 21 5 Results of benchmark 2 5 Total settlement 10096 consolidation after 10000 days Submerging File name Benchmark MSettle Relative error m m 96 OFF bm2 5a 1 951 1 951 0 00 ON bm2 5b 1 409 1 408 0 07 Use MSettle input files bm2 5a sli and bm2 5b sli to run this benchmark 22 Benchmarks from spread sheets The benchmarks in this chapter test program features specific to MSettle using spread sheets as the solution is often complex 22 1 Settlements acc to NEN Koppejan model during loading and un re loading steps drained layer Description An oedometer test with loading and unloading steps is performed for both Terzaghi and Darcy consolidation models in combination with NEN Koppejan parameters The layer is drained to avoid any consolidation process MSettle results are compared to an analytical solution without consolidation worked out in an Excel spreadsheet Benchmark A saturated clay layer Ho 20 mm and j 18 kN m is loaded with the load
379. t of the Help topics generated on the basis of the specific word given Display Display When a Help topic is selected click this button to display its content Hide Show Click this button to alternatively hide or show the Hide Sho searching tabs Content Index and Search Back Click this button to go back to the previous Eos selected Help topic Print amp Click this button to print the contents of the fan window Options tr Click this button to display the menu below ae Figure 1 2 Hide Tabs Back Forward Home Stop Refresh Internet Options Print Search Highlight OFF Figure 1 2 Menu from the Options button of the MSettle Help window Hide Show Tabs Select this option to alternatively hide or show the searching tabs Content Index and Search Back Select this option to go back to the previous selected Help topic Forward Select this option to go forward to the preceding selected Help topic Home Select this option to go to the default internet home page Stop Select this option to stop searching Refresh Select this option to refresh the content of the window Internet Options Select this option to open the Internet Options window Print Select this option to print the contents of the window Search Highlight Select this option to choose whether to highlight the search On Off words wherever they appear in the displayed text The MSettle Help window contai
380. t the predicted residual settlement after 1000 days for vertical 4 is about 0 13 m 110 MSETTLE USER MANUAL 5 3 Settlement plate fit Tutorial 3b 11 Open the Save As window and save the current project as lt Tutorial 3b gt 12 Open the Model window via the Project menu and mark the Fit for settlement plate checkbox Figure 5 7 c x Dimension Options 2D Iv Vertical drains oc T Reliability analysis v Eit for settlement plate Horizontal displacements NEN Bjerrum Cr Cc Ca sotache natural strain a b c C NEN Koppejan Cp Cs Natural strain Figure 5 7 Model window 13 Open the Fit for Settlement Plate window via the Calculation menu 14 At the top of the window select Vertical 4 at 50 000m gt 15 In the Measurements tab click the File Open button and select lt Tutorial 3 txt gt from the Examples directory where the MSettle program was installed Figure 5 15 Click Open Look in 3 Examples z e aae E My Recent Documents Desktop My Documents LT SE My Computer e Whereis File name Tutorial 3 tst z Places Files of type Test files txt im Cancel J A Figure 5 8 Open window NOTE The text file named Tutorial 3 txt has a simple two column number format times and settlements separated by tabs It is possible in the input window to enter a shift in time or settlement
381. tant permeability C Strain dependent permeability Vertical consolidation coefficient Cv m s 3 05E 07 1 86 07 Log normal gt ity strain modulu H 1 000 15 eabilty ma 5 7 1 157E 06 Noma l Ratio hor vert consolidation coef Ch Cv 1 000 o 250 Deterministic Ad Insert 4 mm Delete Rename zl I Drained Sand Plestocene Use probabilistic defaults Consolidation and unit weight Compression Mean Standard Distribution Correlation coef deviation with CR Preconsolidation pressure Op kN n EN ioni END S Preoverburden pressure POP knne 788 255 lognormal v C verconsolidation ratio OCR gm O qq foma E C Equivalent age days Input mode Compression ratio Compression index Reloading swelling ratio RR J 0 1860000 fo 0316000 Lognomal 0 00 Compression ratio CR 4 9 4090000 o 0418000 Lognomal Coefficient of secondary compression Ca 0 0312000 00034000 Lognomal 0 00 Add Insert Delete Rename Cancel Help Figure 4 44 Materials window for Peat Tutorial 2g TUTORIAL 101 Material name v Drained Clay Peat Use probabilistic defaults Consolidation and unit weight Compression Mean Standard Distribution deviation Total unit weight Above phreatic level kNm 17 00 ooo Deterministic Below phreatic level kN m 20 00 o oo Deterministic Storage
382. th m NAP 12 E 14 L 16 b 18 20 Figure 23 8 Hydraulic head distributions for Darcy and Terzaghi models Use MSettle input files bm4 8a sli to bm4 8d sli to run this benchmark 414 MSETTLE USER MANUAL 23 9 Terzaghi with vertical drainage Modeling dewatering off and simple using equivalent detailed input Description The same inpus as benchmark 3 11 8 22 11 is used except that in case of dewatering off and simple an equivalent detailed input is used in the Vertical Drains window 8 9 4 2 Six cases are checked as shown in Table 23 16 Table 23 17 Cases overview for benchmark 4 9 Case Drain type MSettle MSettle using equiv detailed dewatering File name Dewatering File name 1 Sand wall bm3 11a Off bm4 9a 2 Sand wall bm3 11b Simple bm4 9b 3 Column bm3 11d Off bm4 9c 4 Column bm3 11e Simple bm4 9d 5 Strip bm3 11g Off bm4 9e 6 Strip bm3 11h Simple bm4 9f MSettle results with dewatering Off and Simple Settlements calculated by MSettle are the same as benchmark 3 11 8 22 11 and are given in Table 23 17 MSettle results with equivalent Detailed dewatering Settlements calculated by MSettle are given in Table 23 17 VERIFICATION 415 Table 23 18 Results of benchmark 4 9 Settlements Case Time MSettle using MSettle using equivalent Relative dewatering off or simple detail
383. the drawing Figure 6 15 130 MSETTLE USER MANUAL Figure 6 15 View Input window Input tab amp To visualize the sequence of loading use the Previous stage and Next stage buttons in the Stage panel 6 4 3 Verticals A sufficient number of verticals must be defined to get a good impression of the settlement distribution 56 Choose Verticals from the GeoObjects menu to open the input window 57 Select Interval in the Automatic generation x co ordinates sub window 58 Enter a First and a Last point with X co ordinate of respectively 0 m and 60 m and enter an Interval of 10 m Because of symmetry verticals are generated only for half part of the embankment 59 Click the Generate button 60 Click OK to confirm Verticals xi X co ordinate m Z coordinate m 0 000 1 0 000 Discretisation 100 2 10 000 g 20 000 4 30 000 Automatic generation x co ordinates E 40 000 6 50 000 7 60 000 C Nodes Interval First Im 0 000 Last Im 6 000 Im 10 000 Figure 6 16 Verticals window TUTORIAL 131 6 4 4 Calculation Options The top surface of the soil layers is located at the bottom of the excavation i e top of the Peat layer Therefore an imaginary surface is defined at this bottom in order to achieve a proper initial stress distribution 61 Choose Options from the Calculation menu 62 Mark the checkbo
384. the layers 13 Click OK 6 3 Geometry In the Geometry menu the geometry aspects of the project can be specified 6 3 1 Limits The boundaries of the calculation domain must be specified 14 Choose Limits from the Geometry menu to open the Geometry Limits window 15 Enter a Boundary limit at left of lt 100 m gt instead of 0 m 16 Click OK Geometry Limits xj Geometry Limits Boundary limit at left m 100 000 Boundary limit at right m 100 000 Cancel Help Figure 6 4 Geometry Limits window 6 3 2 Points All lines phreatic line piezometric line or and boundary layer in MSettle are connected between points The different points are defined using the Add row button 17 Choose Points from the Geometry menu to open the Points window 18 Click the Add row button to enter the first point 19 Click the X co ordinate of point 1 and enter lt 100 gt 20 Click the Y co ordinate of point 1 and enter 0 21 Repeat it for the other points 2 to 10 as shown in Figure 6 5 22 Click OK 124 MSETTLE USER MANUAL X Co ordinate Y Co ordinate Im Im pli 100 000 0 000 2 60 000 0 000 3 50 000 5 000 4 50 000 5 000 arl 60 000 0 000 8 100 000 0 000 z 100 000 20 000 CE 100 000 20 000 100 000 1 000 10 100 000 1 000 Figure 6 5 Points window The defined points can now be seen in the View Input window The Zoom limits button
385. the reloading compressibility was determined in the lab from the branch below the initial preconsolidation stress instead of using a separate unloading reloading branch Table 4 1 Sand properties Tutorial 2 Parameter Unit Mean Sat unit weight Jat kN m 20 Unsat unit weight Yunsat kN m 17 Consolidation coefficient C 108 m s Drained Ratio hor vert consolid coeff GC Pre overburden pressure POP kN m 0 NEN Koppejan parameters C 10 Cy 10 G 10 Cs 10 NEN Bjerrum Isotache parameters RR C 1 e0 0 0001 linear strain CR C 1 eo 0 0023 Ca 0 abc Isotache parameters a 10 natural strain b 10 c 0 72 MsETTLE USER MANUAL Table 4 2 Peat properties Tutorial 2 Parameter Unit Mean Standard Deviation Statistic Local average Yat kN m3 10 15 0 435 0 246 Yunsat kN m 10 15 0 435 0 246 Cr 10 m2 s 30 5 29 42 16 65 C C 1 POP kN m 7 88 4 50 2 55 NEN Koppejan Cp 13 8 4 983 2 821 Gi 5 95 1 483 0 840 Cs 10 C 43 8 2 35 6 988 NEN Bjerrum Isotache linear strain RR C 1 e0 0 1860 0 0558 0 0316 CR C 1 e0 0 409 0 074 0 0418 C 0 0312 0 006 0 0034 abc Isotache natural strain a 0 08517 0 027 0 015 b 0 2259 0 057 0 032 C 0 02126 0 006 0 003 Table 4 3 Clay properties Tutorial 2
386. the vertical where the settlement plate was measured File Open Selection of the file containing pairs of time and measured settlement You can use the self describing Geotechnical Exchange format GEF the tab delimited format TXT or the comma delimited format CSV MSettle will neglect all lines in the delimited format files before the first line with numbers MSettle also supports the old SLM format for compatibility reasons Clear Clear measurement data Start date Optional input of the start date not for GEF Start time Optional input of the start time not for GEF Shift Apply a shift to the time and or the settement Select the Show measurements shifted time in table and the Show shifted settlement in table in order to show the shifted values that MSettle will use Date The date of measurement Not used by MSettle Time The original time of measurement relative to the start date and start time Shifted time The shifted time of measurement as used by MSettle Settlement The original measured settlement Shifted The shifted measured settlements as used by MSettle settlement Weight An influencing factor for automatic fitting You can use large values for certain parts of the curve for example the creep tail to ensure that this part is fitted most closely 220 MSETTLE USER MANUAL 10 3 2 Fit for Settlement Plate Materials The Materials tab of the Fi
387. the weight of the loads saturated or unsaturated depending on their final position after settlement below or above phreatic level The same input as benchmark 3 4 8 22 4 is used except that the submerging option is off and the unit weight of the loads is adapted according to the final settlement calculated by benchmark 3 4 with submerging on MSettle settlement results of benchmarks 3 4 and 4 11 should be the same Four cases are checked as shown in Table 23 20 Table 23 21 Cases overview for benchmark 4 11 Case Soil model Consolidation MSettle file MSettle file model Submerging ON Submerging OFF 1 NEN Koppejan Terzaghi bm3 4a bm4 11a 2 NEN Koppejan Darcy bm3 4b bm4 11b 3 NEN Bjerrum Terzaghi bm3 4c bm4 11c 4 Isotache Terzaghi bm3 4e bm4 11d Figure 23 9 illustrates the position of the loads at final state of benchmark 3 9 compare to the phreatic line There are used as input in benchmark 4 11 418 MSETTLE USER MANUAL 0 3 4 h 0 077m h 0 091m 0 1 Y Yunsat 100 Initial surface 0 1 0 3 h 0 2m Y Ysat Yu 70 0 5 h 0 2m Y Yunsat 100 Cases 1 and 2 0 7 4 NEN Koppejan Second load h 0 3 m As 0 423 m Y Yaat Yu 40 KN m 0 9 First load h 0 2 m Case 4 Y Yeat Yw 70 kN m Isotache Vertical level m NAP E as i fs 3 1 3 Final surface Y Yunsat 100 kN m Case 3 NEN Bjerrum ium As 1 265 m
388. ther a layer boundary or a non uniform load 11 10 Write MStab Input Once a calculation has been made MSettle is able to generate an MStab input filewith settled geometry and with degrees of consolidation MStab can then perform a slope stability analysis The output of the degree of consolidation requires that the Add dissipation calculation option in the Start Calculation window is enabled 8 10 4 1 NOTE MStab takes only the effect of non uniform loads on the degree of consolidation into account The effect of other loading and the effect of underpressure in vertical drains are not included The generation of a settled geometry requires the same conditions as for Write Settled Geometry 8 11 9 REFERENCE 245 Write MStab Input File x Time days 460 Patt of end settlement 2 0 Vertical 1 T v Add non uniform loads as layer boundaries IV Add superelevation Cancel Help Figure 11 18 Write MStab Input window Enable the Add non uniform loads as layer boundaries checkbox to save the inputted non uniform loads as layer boundaries This is possible if e the volumetric mass of the load is positive e the non uniform load is located above the surface If the calculation was performed using the Maintain Profile option 10 1 2 it is possible to enable the Add Superelevation checkbox to adapt the settled geometry with a superelevation load before writing it to file MSettle will attach complete s
389. ther way is selecting a vertical by mouse and choosing the Convert geometry to 1D item from the popup menu that appears when right clicking the input window 268 MSETTLE USER MANUAL 12 6 3 The 1D Geometry Input Window The 1D Geometry window enables to edit the 1D geometry either by dragging lines by mouse or by editing data from a table 1D Geometry inl xl a Je 0 000 clay 4 000 peat EI 8 000 clayt x 14 000 sandy Bottom level m 20 000 Phreatic siecle ini 200 Ie Define phreatic level m 2 000 Edi Unda Reda Urge P Enenges Figure 12 27 1D Geometry window Add insert or delete layers by pressing the corresponding buttons on the left side of the table Top levels can be edited for all layers For the bottom layer the bottom level can be edited as well Graphically changing the data is possible by dragging layer boundaries and the phreatic level if present and by splitting a layer into two layers by clicking on it after you have pressed the Add boundary button on the toolbar 8 uoisioA N S m s gt 2 Z z m z 5 o m o z z o o a 3 m m z E 2 2 m 9 o z Embankment Design and Soil Settlement Prediction Background 270 MSETTLE USER MANUAL This section includes background information on the following load types e Non uniform loads 8 13 1 e Trapeziform loads 8 13 2 e Circular loads 8
390. ti E S am Qhi 40751 Vertical amp X 50 000 m Z 0 000 m Method NEN Bjerrum with Darcy Depth 4975 el Settlement ofier 10000 days 1 790 m Figure 4 37 Time History window Effective stress vs Time in vertical 4 at RL 4 875 m with enforced dewatering Tutorial 2e 4 7 Horizontal Displacements Tutorial 2f The construction of the embankment can cause damaging horizontal displacements for existing constructions especially piles De Leeuw theory implemented in MSettle will be used hereafter to estimate those horizontal displacements 4 4 1 Principles of De Leeuw method The De Leeuw method Lit 24 is based on the work of Van IJsseldijk elastic soil and Loof elastic soil with stiff top layer and estimates the horizontal displacements based on an elastic solution for a single elastic incompressible layer characterized by the Young s modulus FE The method assumes that the horizontal deformations of the elastic layer are always constrained at the bottom by a stiff foundation layer Optionally the deformations can also be constrained by a stiff layer at the top In this tutorial the Clay and Peat layers are considered as elastic layers that will deform and the Sand Pleistocene layer is the foundation layer Loof case 93 94 wsETTLE USER MANUAL 4 7 2 Evaluation of the elasticity modulus The Young s modulus of the elastic layer can be automatically estimated by MSettle from the average
391. tic creep The a b c model might be advantageous to the NEN Bjerrum model if large strains are involved 300 MSETTLE USER MANUAL Hereafter you can find a global description of the following aspects of MSettle s Isotache a b c implementation e Natural strain 8 16 2 1 e Creep 8 16 2 2 See Den Haan Lit 7 for more information on the Isotache model For a basic description of the a b c parameter determination see 8 17 4 These natural strain parameters can also be derived from linear strain parameters at given stress levels 8 17 7 16 2 1 Isotache Natural strain The Isotache model intrinsically uses natural strain whereas the NEN Bjerrum model uses linear strain by default Natural or logarithmic strain is advantageous when compressions are large When strains are small the two strain measures become equivalent The Isotache model obtains the natural strain by defining the increment of strain relative to the present actual thickness and by integrating the increments h g dh u pdh fh 44 de uem 5 k where h Actual layer thickness m ho Initial layer thickness m The linear strain given by 5 def S aa is related to natural strain by 46 ef nh BACKGROUND 301 Figure 16 4 Height related to linear and natural strain The superscripts C and H refer to Cauchy and Hencky respectively to whom the respective measures of strain are ascribed The figure above relates
392. time points at which MSettle will calculate tabular output of total and residual settlements and graphical output of residual settlement See 8 11 2 5 218 MSETTLE USER MANUAL H calculation Times De _ Time days 3 1 3 Ix Figure 10 3 Calculation Times window 10 3 Fit for Settlement Plate The Fit for settlement plate option in the Calculation menu is available only if it has been selected previously in the Model window 8 9 1 1 Choose this option to improve the match between predicted and measured settlements by manual or automatic scaling of soil properties A close fit will improve the continued prediction of final and residual settlements Usage is only possible after full input of geometry 8 9 3 8 9 4 material properties 8 9 2 loading 8 9 6 and calculation options 8 10 1 MSettle performs the automatic fit by means of an iterative weighted least squares procedure which minimizes both the difference between measurement and prediction and the difference between the original and the adapted value of the parameters During each iteration MSettle linearizes the influence of parameter modifications by first determining the settlement variations caused by very small parameter changes See 8 18 1 for background The Fit for Settlement plate window contains two tabs e The Measurements tab for definition of the measured settlements 8 10 3 1 e The Materials tab for execu
393. tion of the fit of the prediction on measurements 8 10 3 2 10 3 1 Fit for Settlement Plate Measurements The Measurements tab of the Fit for Settlement Plate window enables the selection of the file with measured settlements and the optional input of a shift in the time or the settlement 219 REFERENCE Fit for Settlement Plate x Verical EET Measurements Materials File Open File name Tutorial 4 sim Shift measurements Start date 1 1 2000 x Ime days jo Start time 0 00 00 Settlement m oes v Show shifted time in table Show shifted settlement in table Date Time Shifted Settlement Shifted Weight a time settlement dd mmyyy days days Im Im H v7 01 01 2000 40 0000 0 855 1 00 2 17 02 2000 47 87 0642 0 213 1 00 3 04 03 2000 63 103 0822 0 033 1 00 4 15 04 2000 105 145 1418 0561 1 00 5 22 04 2000 112 152 1519 0664 1 00 6 29 04 2000 119 159 1642 0787 1 00 7 07 05 2000 127 167 1790 0 985 1 00 8 13 05 2000 133 173 1850 0995 1 00 3 20 05 2000 140 180 1922 1067 1 00 10 27 05 2000 147 187 1960 1105 1 00 1T 03062000 154 194 2011 1 156 1 00 12 11 06 2000 162 202 2068 1213 1 00 13 18 06 2000 169 209 2110 1255 1 00 14 24 06 2000 175 25 2155 1 300 1 00 15 02 07 2000 183 23 227 1412 1 00 1R 1n 07 2nnfn 191 2 1 25567 1512 1nn z Figure 10 4 Fit for Settlement Plate window Measurements tab Vertical Select
394. tion will guide the user step by step through the process of creating a geometry Using this wizard significantly reduces time and effort required to enter data The wizard uses predefined shapes and soil types If more flexibility is required the View Input window Geometry tab can also be used 8 12 3 in a more general way New Wizard Basic Layout x Define measurements basic layout Ground Level Phreatic Level Limit Lett Limit Right Limit left Im 0 00 Limit right Im 75 00 Number of layers max 10 H 5 Ground level Im 0 00 Phreatic level Im 1 00 Nest Cancel Help Figure 9 17 New Wizard window Basic Layout In the first screen Basic Layout of the New Wizard window the basic framework of the project can be entered The graphic at the top of the window explains the REFERENCE 187 required input When satisfy with the input just click the Next button to display the next input screen New Wizard Shape Selection New wizard xl Select top layer shape by clicking on the desired picture lt Previous Next gt Cancel Help Figure 9 18 New Wizard window Top Layer Shape screen In the second screen Top Layer Shape of the New Wizard window one of nine default top layer shapes can be selected A red frame indicates the selected shape Click the Previous button to return to the Basic Layout screen or the Next button to display the next input screen with shape specific inp
395. to use the previously determined scaling factors from a settlement plate fit for the settlement prediction along all verticals 10 3 NOTE The selected Vertical must be the same as the vertical used in the Fit for Settlement Plate window 8 10 3 otherwise the calculation will be a regular calculation without scaling factors Moreover the Show Current in the Fit for Settlement Plate window 10 3 puts the scaling factors only on the materials that are selected while the regular calculation with option Use fit parameters selected puts the scaling factors on all materials Therefore results can differ when comparing both calculations Perform a dissipation calculation for a unit load along a selected vertical before starting the actual calculation MSettle will use the results of this calculation for the dissipation graph 11 4 and for the export of an MStab file 11 10 The selection list shows all available verticals by number and by horizontal co ordinate REFERENCE 225 10 4 2 Reliability and sensitivity analysis The Start Calculation window contains special options for reliability and sensitivity analysis when the Reliability option in the Model window is selected 8 9 1 1 x Calculation type C Settlements deterministic C Band width of settlements FOSM 7 Bend dn end probstalty of alae Morte Certo Fit Dissipation IV Use fit parameters Add dissipation calculation Vertical 4 50 000 m z Vertic
396. tors Influencing factors show the relative influence of uncertain parameters on total and residual settlements at different time points The value of the influencing factor increases if the parameter is more uncertain and if the effect of parameter variation on the considered part of the settlement curve is larger MSettle calculates the influencing factors by using 108 ad Jg Dui Gi fen Day ei Dat C idi where the index k is related to the time t and the index j is related to parameter x MSettle determines the initial parameter covariances from the input values of the parameter standard deviations see equation 104 MSettle updates the parameter covariances after a fit on measurement data see equation 105 The jacobian matrix J contains the linearized derivatives of the settlements to the different parameters MSettle updates the derivatives after a fit by using the updated mean values of the parameters BACKGROUND 327 18 2 4 Probabilistic methods MSettle offers a choice between three different probabilistic methods The Monte Carlo method is the most accurate method level I but also the most time consuming The quick linearized FOSM method and the iterative FORM method are approximate methods level II for respectively total and residual settlements Output of influencing factors for sensitivity analysis is only available for the FOSM and FORM methods Linearized First Order Second Moment method FOSM This method c
397. truction period is 840 days The residual settlements after 900 days are not allowed to exceed 15 cm 1 83m GL Figure 4 1 Embankment geometry Tutorials 2 and 3 The soil properties for sand peat and clay are given in respectively Table 4 1 Table 4 2 and Table 4 3 Available from the lab were Koppejan parameters from 21 peat tests and 3 clay tests The NEN Bjerrum parameters have been derived from the Koppejan parameters for each oedometer test using the conversion formulas 82 to 84 on page 316 The parameters for the a b c isotache model were then derived from the NEN Bjerrum TUTORIAL 71 parameters for each oedometer test using formulas 85 to 87 at the last but one stress level in the test The standard deviation of the local average which is additional input for bandwidth determination has been estimated by equation 1 assuming that 75 of the natural variance within a layer occurs within one vertical 2 1 t 1 Stocal asl 0 975 N Uo 975 where N Number of samples Sstatistical Statistical standard deviation Siocal Approximated standard deviation of the local average to 975 Distance t in a Student t distribution at exceeding probability 2 5 Uo 975 Distance u in a Standard Normal distribution at exceeding probability 2 5 Note that the compressibility for reloading and swelling is relatively high compared to the compressibility for virgin loading This is because
398. ttle result For cases without Imaginary Surface option the final stress distribution is calculated with MSettle see bm4 5g sli for a 1 layer system jw 17 kN m and Yat 20 kN m loaded with a trapeziform load which has the same form and weight that the previous top layer Final effective stress distribution calculated by MSettle is given in Table 23 12 see column bm4 5 For case with Imaginary Surface option the initial effective stress distribution calculated by MSettle using the Imaginary Surface option are found in the Report window and written in Table 23 12 The verification is perfomed for the six combinations of models and results are identical e bm4 5a NEN Koppejan soil model with Terzaghi consolidation model e bm4 5b NEN Koppejan soil model with Darcy consolidation model e bm4 5c NEN Bjerrum soil model with Terzaghi consolidation model e bm4 5d NEN Bjerrum soil model with Darcy consolidation model e bm4 5e Isotache soil model with Terzaghi consolidation model e bm4 5f Isotache soil model with Darcy consolidation model Table 23 12 Results of benchmark 4 5 Effective stress distribution using the Imaginary Surface option Vertical Depth MSettle bm4 5g MSettle bm4 5 Relative error X m m Final stresses Initial stresses 9o kPa kPa 0m 0 24 00 24 00 0 00 2 5 48 29 48 29 0 00 5 70 94 70 94 0 00 10 m 0 0 75 0 75 0 00 2 5 26 93 26 93 0 00 5 53 58 53 58 0 00 Use MSettle input files
399. ttlement Time Settlement Settlement days mm Minutes mm 99 1 1 0 32 1440 0 32 0 00 2 2 2 73 2880 2 39 14 23 3 3 6 82 4320 6 48 5 25 4 4 10 00 5760 9 86 1 42 5 5 12 41 7200 12 37 0 32 6 6 14 25 8640 14 23 0 14 7 7 15 64 10080 15 63 0 06 8 8 16 69 11520 16 69 0 00 Time days 0 1 3 4 5 6 7 8 0 0 002 0 004 E 006 E 0 008 E 0 01 F 0 012 0 014 MSettle bm4 12a Unit time in Days creep rate 1 0 016 wsettle bm4 12b Unit time in Minutes creep rate 1440 0 018 Figure 23 10 Results of benchmark 4 12 Comparison of the settlement curve in time for cases A and B Use MSettle input files bm4 12a sli and bm4 12b sli to run this benchmark 4422 wMsETTLE USER MANUAL 24 Benchmarks compared with other programs These benchmarks are intended to verify specific features of MSettle comparing MSettle results with those from an other program 24 1 Calculation of the horizontal displacements Description In this benchmark horizontal displacements calculated by MSettle are compared to the results of the program LEEUWIN EXE based on the Tables of De Leeuw Lit 24 The following parameters are used in each calculation e Thickness elastic layer 5 m e Thickness stiff top layer 0 m and 1 m e Young s modulus elastic layer 1500 kN m i e jus 18 kN m e Surcharge load 10 kPa e Width of surcharge load 10 m Three situations are checked e Situation A bm5 1a Situation with a stiff
400. ulation window via the Calculation menu Monte Carlo is the preferred method for robust determination of bandwidth in both total and residual settlements Select Monte Carlo reliability analysis select Vertical 4 at horizontal co ordinate 50 for the settlement determination enter 0 15 m as Allowed residual settlement and enter 200 as the Maximum number of samples Unselect the Add dissipation calculation option Click Start to start the Monte Carlo sampling xl Calculation type Settlements deterministic C Band width of settlements FOSM C Probability of failure FORM Band width and probability of failure Monte Carlo f Dissipation Add dissipation calculation Vertical 450 000m Reliability Vertical 4 50 000 m X Maximum number of samples 200 Allowed residual settlement m 0 15 Maximum number of iterations 3 15 Times Calculation progress jn Options Figure 4 47 Start Calculation window for Monte Carlo reliability analysis Tutorial 2g 64 After the analysis has finished open the Time History Reliability from the Results menu to view the bandwidth results Figure 4 48 Monte Carlo results can vary slightly from analysis to analysis because of the random drawing of soil parameters for the 200 samples Using the right hand mouse button open the Chart Data window and check that the total settlement after 1000 days is TUTORIAL 103 approximat
401. unit weight yof the soft layers according to De Leeuw amp Timmermans 8 18 3 3 An other method called Betuweroute method is used in this tutorial The E modulus is determined from the following equation 1 25H AZ AS where H Thickness of the elastic layer m Ac Vertical stress increase of the elastic layer kPa AS Settlement of the elastic layer m To estimate the E modulus from MSettle results vertical 4 leading to maximum settlements is used in the Depth History window relative final settlement of the Clay between NAP 1 86 m and NAP 2 15 m and Peat between NAP 2 15 m and NAP 7 60 m layers i e elastic layers is respectively 0 15 m and 3 62 m and the loading goes from 1 86 m surface to 9 75 m with a unit weight of 18 kN m which leads to a modulus of 18x 9 75 1 86 0 15 18 9 75 1 86 3 62 505 kPa for Clay 1 25 1 86 2 15 E 393 kPa for Peat 1 25 2 15 7 60 4 7 3 Input for horizontal displacements 52 Open the Save As window and save the current project as lt Tutorial 2f gt 53 Open the Model window via the Project menu and mark the Horizontal displacements checkbox TUTORIAL 95 Figure 4 38 Model window Tutorial 2f 54 Open the Materials window via the Soil menu and select Foundation as Layer behaviour for Sand Pleistocene layer and Elastic for Clay and Peat layers Figure 4 39 For the Clay and Pe
402. ure 12 19 Properties Delete Undo Redo View Preferences Statistics Layer Properties Delete All Loose Lines Delete All Loose Points Properties Delete Del Undo Ctrl z Reda Gr View Preferences Statistics Layer Properties Delete All Loose Lines Pop up menu for right hand mouse menu Select mode When this option is clicked the property editor for the selected object is displayed This procedure is performed by first selecting an object by clicking on it with the left hand mouse button Then clicking the right hand mouse button anywhere in the graphic window will display the pop up menu It is possible to use the property editor to quickly adapt the values properties of the selected object Each type of element requires its own properties and therefore its own property editor as shown from Figure 12 21 to Figure 12 24 below This option deletes the element that has been selected see the comments for the Delete button in 8 12 5 2 This option will undo the last change s made to the geometry This option will redo the previous Undo action This option opens the Properties dialog in the Project menu as displayed in It is possible to use this option to view a window displaying all the vital statistics of the input data NOTE In the window construction lines are called free lines This option is a special feature that edits the material properties of layers It is possible to clic
403. ure 4 20 Dissipations window Degree of consolidation vs Time in Peat at vertical 4 for grid distance 1 m Tutorial 2b 84 MSETTLE USER MANUAL 32 Determine the allowed rate also for other drain distances by performing a new calculation after altering the Center to center distance input in the Vertical Drains window GeoObjects menu The allowed rate for a drain distance of 2 m is for example 0 5 x 11 64 50 0 116 m day Figure 4 21 i IcNHNNEEEEN Figure 4 21 Dissipations window Degree of consolidation vs Time in Peat at vertical 4 for grid distance 2 m Tutorial 2b 4 4 Staged loading Tutorial 2c This section describes the input of staged loading and the subsequent calculation of the resulting residual settlements using a triangular grid of strip drains Starting point is the input with drains and loading as described in the previous section 8 4 3 The addition of temporary preloading and dewatering will be discussed in the next sections A period of 20 weeks in combination with 8 construction stages is chosen to raise the embankment to a final height of approximately 11 6 m above subsoil Figure 4 22 This includes the construction of a working floor with a thickness of 1 m in the first stage TUTORIAL 85 V 83m Figure 4 22 8 staged loading Tutorial 2c 33 Open the Save As window and save the current project with a grid distance of 2 m as lt Tutorial
404. ut data 188 MSETTLE USER MANUAL New Wizard Shape Definition Define measurements for top layer shape hi m h2 m h3 m h4 m peo umm 5 ps 12 m 20 Jo L3 m 800 po L4 m 4 00 L5 m 800 lt Previous L6 m 600 L7 m 1250 18 m 300 L9 mj 250 xi Figure 9 19 New Wizard window Top Layer Specification screen In the third screen Top Layer Specification of the New Wizard window the sizes for the selected top layer shape can be specified New Wizard Material types Set material types Layer Nr 1 2 3 Material Type ws z Sotta e mx lt Previous Set all layers to material type Soft Clay E Apply Show properties of material type Soft Clay ba Properties Figure 9 20 New Wizard window Material types screen In the fourth screen Material Types of the New Wizard window the materials used for the layers in the project can be specified The number of layers was defined in the first screen Basic Layout The materials that can be chosen from are predefined and given in Table 9 1 Table 9 1 Predefined materials in MSettle Material type Unsaturated weight kN m Saturated weight kN m Muck 11 11 Peat 12 12 Soft Clay 14 14 Medium Clay 17 17 Stiff Clay 19 19 Loose Sand 17 19 Dense Sand 19 21 Sand 18 20 Gravel 18 20 Loam 20 20
405. ution for a strip load The stress increments in a point x y z due to a strip load can be found by integration of the line load along the width 2 dx of the strip load in equation 10 0 5 0 5 dx dx DN j t EN 92 Pa E ri BON N ly x y z Figure 14 2 Stress distribution under a load column w e 4 d sin f cosg sing cosg m 11 oy o p sin g cos d sing cos H for Boussinesq m q ny sin sin h 34 in sin 1 sin sin Oyy 41 sin 273 ai h 12 og 7 sin o sin g for Buisman 1 eod q cos h cos g NOTE Trapeziform and non uniform loads are subdivided into load columns The width of these columns and the choice of the stress distribution type Buisman or Boussinesq can both be defined in the Calculation Options window 10 1 280 MSETTLE USER MANUAL 14 3 Stress distribution for a circular load Lg Figure 14 3 Stress distribution under a circular load For this figure the following equation applies 2 13 cos p y A r 2r Acosa The vertical stress increment in a point x y z due to a circular load can be found by integration in tangential and radial directions of equation 9 Buisman 2m 14 Oy X yz ifa y y rdr da 0 0 y A 1 2rAcosa BACKGROUND 281 14 4 Stress distribution for a rectangular
406. values through the following tabs 8 8 2 1 View tab 8 8 2 2 General tab 8 8 2 3 Directories tab 8 8 2 4 Language tab 8 8 2 5 Modules tab REFERENCE 161 8 2 1 View Program Options Figure 8 2 Program Options window View tab Toolbar Mark this checkbox to display the icon bar 8 2 2 2 each time MSettle is started Status bar Mark this checkbox to display the status bar 8 2 2 5 each time MSettle is started Title panel Mark the checkbox to display the project titles as entered on the Identification tab in the Project Properties window in a panel at the bottom of the View Input window 8 2 2 General Figure 8 3 Program Options window General tab 162 MSETTLE USER MANUAL Start up with Save on Calculation Halt on Warnings Use Enter key to Click one of these toggle buttons to determine whether a project should be opened or initiated when the program is started No project Each time MSettle is started the buttons in the toolbar or the options in the File menu must be used to open an existing project or to start a new one Last used project Each time MSettle is started the last project that has been worked on is opened automatically New project A new project is created The user is offered three options at the start up of MSettle New Geometry new Geometry wizard and Import geometry NOTE The Start up with option is ignored when MSettle is started by dou
407. ving for each of them a solution Click Close to close the Error Report window and use the Previous button of the New Wizard window to change the data as required 9 3 3 Import This option displays a standard file dialog for selecting an existing geometry stored in a geometry file or in an existing input file for MSettle MStab MDrill or MSeep For a full description of these programs and how to obtain them visit http www delftgeosystems nl When selecting the geometry it is imported into the current project replacing the current geometry The imported geometry is displayed in the View Input window Geometry tab It is also possible to use this option to analyze the settled geometry at different stages as all other input is retained 9 3 4 Import from Database This option displays the Select geometry dialog for importing a geometry from an existing MGeobase database Select geometry xj X 2505b3 Figure 9 22 Select geometry window Again the imported geometry will replace the current one and will be displayed in the View Input window Geometry tab REFERENCE 191 NOTE This option is only available when the correct database directory has been specified using the Directories tab in the Program Options window see 8 2 3 For more information on MGeobase visit http www delftgeosystems nl 9 3 5 Export This option displays a standard Save As dialog that enables to choose a directory and a filename i
408. window Property editor of a line 266 MSETTLE USER MANUAL PL line 1 el 3 X r 20 Figure 12 24 PL line window Property editor of a PL line NOTE In the Boundary and PL line properties windows only the point s number can be modified not the X and Y co ordinates 12 5 4 Dragging elements One way to modify elements is to drag them to other locations To drag an element first select it Once the element has been selected it is possible to drag it by pressing and holding down the left hand mouse button while relocating the mouse cursor Dragging of geometry elements can result in automatic regeneration of geometry if this option is switched on 8 12 4 4 as shown in the example of Figure 12 25 when the selected point is moved upwards a new geometry will be created MSettle creates new layers according to this new geometry Before After Figure 12 25 Example of dragging of a point 12 6 Working With 1D Geometries MSettle is primarily intended for working with 2D geometries However a special input window is available for editing 1D geometries graphically or by means of a table where levels material names and a phreatic level can be edited 12 6 1 Creating a 1D Geometry MSettle will always start from a new or existing 2D geometry Therefore choose the New option from the File menu to create a new empty geometry or open an existing REFERENCE 267 2D geometry an
409. with Isotache or NEN Bjerrum soil model MSettle determines the submerged weight of non unifrom loads and soils on the basis of the settled surface level extrapolated from the two previous time steps 8 13 7 2 Therefore the submerging option is checked for six cases A to F i e six combinations of soil and consolidation models as shown in Table 22 6 For both consolidation models the stop criterion is set to 0 01 m For Darcy model the number of iteration steps is set to 1 A layered half space with a phreatic line at 0 1 m is loaded by an initial load and then 2 loading steps and finally an unloading step see details in Table 22 5 A high initial load of 0 2 x 100 20 kPa permits to assume a constant initial effective stress distribution ov 21 375 kPa Table 22 5 Non uniform loads bm3 4 Load Timet Height hi Level Unit weight kN m stepi days m Yi m NAP Unsaturated ys Saturated yati 0 initial 0 2 0 100 30 1 0 0 2 0 2 100 80 2 100 0 3 0 4 70 50 3 2000 0 3 0 7 70 50 Benchmark For accurate submerging model cases D and F each time step is considered as a new load step with an effective unit weight for non uniform loads and soil layers that decreases according to equation 7 page 275 8 13 7 2 The submerging effect can be seen in Figure 22 5 depending on the settlement As t e Part A As lt Yo Yw 0 1 m The initial load and the first load are dry On ho X Yunsat o hi X Jana 0 2 x 100
410. wn This legend is present only if the Legend checkbox in the View Input tab of the Project Properties window is activated see 8 9 1 3 avu Tre ws n xs BD Bi Fu Figure 12 2 View Input window Geometry tab legend displayed as Layer Numbers 256 MSETTLE USER MANUAL In the Geometry tab of the View Input window it is possible to change the type of legend When a soil type box in the legend is right clicked the menu from Figure 12 3 is displayed v Layer Numbers Material Numbers Material Names Figure 12 3 Legend Context menu With this menu there are three ways to display the legend of the layers As Layer Numbers the legend displays one box for each layer Each layer and therefore each box is displayed in a different standard colour Next to each box the layer number and the material name are displayed corresponding to the colour and number of the layer in the adjacent Geometry window see Figure 12 2 As Material Numbers the legend displays one box for each material Each material and therefore each box is displayed in a different colour which can be changed by the user see below Next to each box the material number and name are displayed corresponding to the colour and number of the material in the adjacent Geometry window see Figure 12 4 Figure 12 4 View Input window Geometry tab legend displayed as Material Numbers As Material Names the legend displays one box for each
411. x 60 1440 is used to change the time unit from days to minutes Then all parameters using a time unit must be multiplied by this value Two oedometer tests are simulated with MSettle and compared case A uses a unit weight of 1 day whereas case B uses 1440 day as creep rate reference time The load is double at each load step starting with 1 kPa Eight load steps are applied on a 20 mm height sample Input parameters are given in Table 23 22 420 MSETTLE USER MANUAL Table 23 23 Input parameters for benchmark 4 12 Case A B MSettle file bm4 12a bm4 12b Reloading Swelling constant a 0 02 Primary compression constant b 0 4 Secondary compression constant c 0 05 Creep rate reference time to days 1 1440 Consolidation coeff Cy m s 1 44E 06 1 00E 09 Equivalent age tage days 3000 4320000 Last of a load step At days 1 1440 End of calculation time tma days 8 11520 MSettle results Comparison of the settlement curve is given in Table 23 23 and in Figure 23 10 Note that case B uses more time steps than case A leading to a more accurate modeling of the consolidation process This can explain the few differences in comparison especially for the first load steps Table 23 24 Results of benchmark 4 12 Settlements in time VERIFICATION 421 Load MSettle bm4 12a MSettle bm4 12b Error step Time unit in Days Time unit in Minutes Time Se
412. x Output of settlements by partial loading green lines in order to view in the Time History window the settlements due to each load step 8 6 4 5 63 Mark the Imaginary surface checkbox 64 Leave other options like submerging decrease of effective load by submerging to their default settings 65 Click OK to confirm xi End of settlement calculation days 10000 Creep rate reference time days 1 000 Stress distribution Soil Buisman IV Imaginary surface Peat z Loads None zi IV Submerging only for soil weight and non uniform loads Load column width Maintain profile Non uniform loads m 1 00 Material name Superelevatio Troedio bads fo day Imaginary surface m 1 00 Iteration stop criteria Maintain profile m I Submerging m 0 10 Minimum settlement for submerging m 0 000 Maximum iteration steps for submerging 1 v Output of settlements by partial loading green lines Cancel Help Figure 6 17 Calculation Options window 6 4 5 Results of Method 1 66 Choose Start from the Calculation menu or press the function key F9 67 Click OK to start the calculation 68 Choose the Time History option in the Results menu 69 In the Time History window displayed inspect the results for each vertical using the scroll arrows 31 of the Vertical box at the top of the window Vertical 1 at the axis of the embankment Figure 6 18 gives the largest final settlements 132 MSETTLE USER M
413. y a menu containing 198 MSETTLE USER MANUAL e Verticals 8 9 4 1 e Vertical drains 8 9 4 2 9 4 1 Verticals In the Verticals input window the horizontal X co ordinate for each vertical must be defined or generated MSettle will calculate settlements along each of these verticals At least one vertical is necessary to make a calculation The position of the out of plane Z co ordinate is only relevant for circular or rectangular loads It is possible to get MSettle to automatically generate verticals in all nodes of the geometry and non uniform loads At these points verticals are required to view the settled geometry after calculation or to write the settled geometry to a file In addition it is possible to generate a range of verticals with an interval I x Z co ordinate m 0 000 Discretisation 100 X co ordinate m Automatic generation x co ordinates Nodes C Interval First Im 40 000 Last Im 30 000 Interval Im Figure 9 32 Verticals window X co ordinate Defines the places in geometry in x direction where the settlement will be calculated Z co ordinate Defines the place in geometry in z direction where the settlement will be calculated This is only relevant for circular or rectangular loads The z co ordinate is equal for all verticals Discretisation Only available for Darcy consolidation model see 8 9 1 1 The total number of eleme
414. yer 2 48 48 0 00 Effect of load 1 on layer 1 66 66 0 00 390 MSETTLE USER MANUAL Table 22 39 Results of benchmark 3 12b Dissipations Time MSettle Benchmark Relative error days 90 9o 90 Layer 1 2 11 310 11 310 0 00 5 19 292 19 292 0 00 10 29 034 29 034 0 00 20 43 216 43 216 0 00 30 53 607 53 607 0 00 80 81 195 81 195 0 00 Layer 2 2 2 171 2 171 0 00 5 6 066 6 066 0 00 10 13 268 13 268 0 00 20 26 664 26 664 0 00 30 38 096 38 096 0 00 80 73 725 73 725 0 00 Layer 3 2 32 969 32 969 0 00 5 49 871 49 871 0 00 10 63 410 63 410 0 00 20 75 636 75 636 0 00 30 81 837 81 837 0 00 80 93 491 93 491 0 00 Table 22 40 Degree of consolidation in MStab bm3 12bAt35 sti MStab Benchmark Relative error Effect of superelevation load on layer 3 50 50 0 00 Effect of superelevation load on layer2 6 6 0 00 Effect of superelevation load on layer 1 19 19 0 00 Effect of load 2 on layer 3 71 71 0 00 Effect of load 2 on layer 2 20 20 0 00 Effect of load 2 on layer 1 37 37 0 00 Effect of load 1 on layer 3 84 84 0 00 Effect of load 1 on layer 2 43 43 0 00 Effect of load 1 on layer 1 58 58 0 00 Use MSettle input files bm3 12a sli and bm3 12b sli to run this benchmark VERIFICATION 391 22 13 Effect of the stress distribution simulated inside non uniform loads Description This benchmark checks the functioning of the option
415. yer is not affected by those conversions The most common cause of invalid poly lines is that they are not part of a continuous polyline running from limit to limit Sometimes lines appear to start end at a limit without actually being on a limit Figure 12 12 gives an example on the left geometry 1 the end of the line seems to coincide with the boundary However zooming in on the point geometry 2 on the right reveals that it is not connected to the boundary Therefore the geometry is considered invalid REFERENCE 261 1 2 Figure 12 12 Example of invalid point not connected to the left limit It is possible to correct this by dragging the point to the limit while the specific area is zoomed in or by selecting the point clicking the right hand mouse button choosing the Properties option in the pop up menu 8 12 5 3 and making the X co ordinate of the point equal to the X co ordinate of the limit 12 4 5 Add piezometric level lines It is possible to use the button Add PL line s to add PL lines When adding a PL line MSettle imposes the limitation that the subsequent points of the PL line have an increasing X co ordinate Furthermore the first point of a PL line is to be set on the left boundary and the last point on the right boundary It is possible to change the position of the different points of a PL line by dragging the points as explained in 8 12 5 4 or by editing the PL line This is done by selecting the
416. ymmetrical triangular load is checked using an equation from literature that integrates Boussinesq theory Benchmark The integration of the stress distribution equation under a asymmetrical vertical triangular loading according to Boussinesq has been solved in Lit 22 The change in vertical stress is given by equation 3 8a page 40 of Lit 22 116 Ao z aet J ma b The definition of parameters a b p a fj x and z is given in Figure 20 2 Parameter p is the maximal load magnitude p yx H 20 x 4 80 kN m Parameters a and b are indeed B and Bz respectively i e 30 m and 10 m p unit area R R2 z Figure 20 2 Definition of parameters a b p a f x and z The change in vertical stress at 25 m depth is calculated at 7 locations see the co ordinates and the results in Table 20 8 342 MsETTLE USER MANUAL MSettle result The Boussinesq soil stress distribution in the Calculation Option window must be chosen The triangular load is inputted in MSettle using the Other Loads window trapeziform i e bm1 8a or the Non Uniform Loads window i e bm1 8b The changes in vertical stress are compared with the benchmark results in Table 20 8 Table 20 8 Results of benchmark 1 8 Change in vertical effective stress at 25 m depth acc to Boussinesq X co Benchmark MSettle Relative error ordinate kPa kPa m Ao O initial O final Ao Ao 10 6 73 128 75 135 48 6 73
417. ys 940 1 9 9 379 9 413 9 469 1 83 TUTORIAL 107 5 2 Initial prediction Tutorial 3a 1 Open the initial input file lt Tutorial 2e sli gt containing already the input data for the subsoil the drains with enforced dewatering and the measured loading Open the Save As window and save it as lt Tutorial 3a gt Open the Non Uniform Loads window from the Loads menu and delete all existing loads using the Delete button 4 Add a new load by clicking the Add button and rename it to 15 days Enter a Time of lt 15 gt days Enter a Total unit weight above and below phreatic level of respectively 18 and lt 20 gt kN m Enter the co ordinates of this first load as given in Table 5 1 This should result in the same window as Figure 5 2 x E Initial load Time days 15 Sequence of loading H EE End time days Total unit weight Above phreatic level kN m3 18 00 Below phreatic level kN m 20 00 Import fram Database X co ordinate m 0 000 35 000 Y co ordinate m 1 900 0 700 50 000 0 660 67 000 0 630 103 000 1 830 Add Insert Delete Rename Generate Cancel Help Figure 5 2 Non Uniform Loads window First load 5 Then click 13 times on the Add button to input the 13 other loads Modify the Load name the Time and the Y co ordinate of those 13 loads according to Table 5 1 For the two last loads 512 days and 940 days enter a negative Total uni
418. ysis is performed for each residual settlement that starts from each different user defined time point Calculation time will increase with an increasing number of stochastic parameters user defined 226 MSETTLE USER MANUAL Use fit parameters Vertical Allowed residual settlement Imperfection Maximum number of samples Maximum number of iterations Times time points and iterations Furthermore the FORM method is only conditionally stable Monte Carlo recommended Determination of the bandwidth for the total settlements along one vertical and also of the reliability index and bandwidth for the residual settlements by repetitive execution of settlement analyses sampling Each sample is executed with random parameter values derived from the stochastic distributions Calculation time will increase with the number of samples Accurate Monte Carlo analysis requires a large number of samples if many stochastic parameters are involved Select this option to Use the previously determined scaling factors from a settlement plate fit for the settlement analysis in all verticals 8 10 3 to determine updated mean values of the settlement Automatically introduce correlations between the different stochastic parameters via Bayesian updating based on the influence of the parameters on the predicted settlement at the times of measurement and based on the input value of the imperfection The updated correlations will usually
419. zometric level line PL line Each PL line must start at the left limit and end at the right limit Furthermore each consecutive point must have a strictly increasing X co ordinate Therefore a PL line must be defined from left to right starting at the left limit and ending at the right limit To enforce this the program will always relocate the first point clicked left hand mouse button to the left limit by moving it horizontally to this limit If trying to define a point to the left of the previous point the rubber band icon indicates that this is not possible Subsequently clicking on the left side of the previous point the new point will be added at the end of the rubber band icon instead of the position clicked Y Pan Click this button to change the visible part of the drawing by clicking and dragging the mouse 37 38 MSETTLE USER MANUAL Zoom in Click this button to enlarge the drawing and then click the part of the drawing which is to be at the centre of the new image Repeat if necessary Zoom out Click this button and then click on the drawing to reduce the drawing size Repeat if necessary Zoom rectangle Click this button then click and drag a rectangle over the area to be enlarged The selected area will be enlarged to fit the window Repeat if necessary Add vertical Click this button to graphically define the position of a vertical Add non uniform load Click this button to display a window in which it is p

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