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User Manual for PileLAT 2014

1. Figure 7 1 Invoke Advanced Bending Stiffness dialog from the menu za PileLAT DAIGEngSoft PileLAT Examples Example 1 flp File Define Analyze Display Help D E a a alau T Aek E BAS m ei Fie Type Driven Pile Section Pipe Section EE Pile Width 0 60 m Load Type Static Advanced F Bending Stiffness F Option LM 0 0 2 0 Null Material No Strength E 40 Figure 7 2 Invoke Advanced Bending Stiffness dialog from the toolbar Two different options will be provided as shown in the Advanced Bending Stiffness dialog Figure 7 3 as below 16 Linear Bending Stiffness Option Default This is a default option This option enables the user to adopt different pile segments with different bending stiffness in the analysis The maximum pile segment number currently allowed in the program is 10 Non Linear Bending Stiffness Option With this option the user can adopt different plastic bending moment capacity for different pile segments in the analysis Each pile segment can be assigned a different plastic bending moment capacity to model the nonlinear behaviour of piles under bending The maximum pile segment number currently allowed in the program is 10 f gt Advanced Bending Stiffness Option E Pile Bending Stiffness Linear Bending Stiffness Default C Non Linear Bending Stiffness Figure 7 3 Advanced Bending Stiffness Option Dialog Delete N
2. File E am Bl tv Pile Type Driven Pile Section Pipe Section Pile Width 0 60 m Load Type Static Analysis Results Elevation m 0 0 2 0 Mull Material No Strength A i Figure 18 1 Open the Analysis Results Output Dialog from the left toolbar The Analysis Results Output dialog is shown in Figure 18 2 The analysis results which are available for viewing from this dialog include e Distribution of the lateral deflection of the pile with the elevation or depth e Distribution of the pile rotation with the elevation or depth e Distribution of the pile bending moment with the elevation or depth e Distribution of the pile shear force with the elevation or depth e Distribution of the mobilised soil reaction with the elevation or depth e Distribution of the ultimate lateral resistance with the elevation or depth e Distribution of the effective vertical stress with the elevation or depth and e Distribution of the mobilised bending stiffness with the elevation or depth 46 Result summary information is shown at the left bottom corner of the dialog and this information shows the minimum and maximum of the results which are selected for the plotting Lateral Results Lateral Deflection Pile Rotation Bending Moment Shear Force Mobilised Soil Reaction Ultimate Lateral Resistance Effective Vertical Stress Mobilised Bending Stiffness C 9
3. File Section File Length Adwanced Bending Stiffness File Top Boundary Condition Pile Input Summary Soil Layers and Properties E A E al E teed i ES Ga ia Soil Layer Input Summary File Top Loading a a a a a a a a a a a a a Group Effect Option Ar mi Figure 12 1 Invoke Distributed Load Option input dialog from the menu E PileLAT DAIGEngSoft PileLAT Examples Example 1 flp File Define Analyze Display Help D gad alal EA ag E Fie Type Driven Pile El pA be SODI Distributed Load ile n 0 60 m BE Load Type Static Elevation E m 0 0 20 Null Material No Strength 4 0 6 0 Figure 12 2 Invoke Distributed Load Option input dialog from the toolbar 33 Figure 12 3 shows the Distributed Load Input dialog for Example 1 where the default setting No Distributed Loads is selected 35 Distributed Load Input Option _ Distributed Loads No Distributed Loads Default settings J Manual settings Figure 12 3 Distributed Load Input Dialog for Example 1 If the Manual setting is selected then distributed horizontal shear force bending moment and displacement can be input by the user with pressing the define as shown in the figure below E Distributed Load Input Option Distributed Loads No Distributed Loads Default settings Manual settings Figure 12 4 Distributed Load Input Dialog for Example Specific node
4. In addition to P Y curves the user also can access different types of load deflection curves H Y Curves once the analysis is successfully completed in PileLAT 2014 The dialog for H Y curve plot can be invoked by clicking the H Y Curve Plot option under Display menu Figure 20 1 or P Y Curve Plot from the toolbar Figure 20 2 E PileLAT DAIGEngSoft PileLAT Examples Example 1 flp File Define Analyze Display Help D g Ugal P Y Curve Plot F o Lateral Displacement ws Depth S al Rotation vs Depth EE Bending Moment vs Depth FI Mobilised Shear Force vs Depth iz air Mobilised Soil Reaction vs Depth 0 0 Ultimate Lateral Resistance vs Depth aa Effective Vertical Stress vs Depth Mobilised Bending Stiffness vs Depth 4g Tabulated Analysis Results pr ANN Horizontal Load ws Top Deflection EEE Bending Moment ws Top Rotation 8 0 Maximum Moment ws Top Deflection Figure 20 1 Open H Y Curve Plot dialog from the menu BA PileLAT D IGEngSoft PileLAT Examples Example 14lp File Define Analyze Display Help H d alaa EA a g E im E E e Pile Type Driven Pile section Pipe Section Pile Width 0 60 m Load Type Static EGS AGE Elevation im 0 0 H Curve Plot 2 0 Null Material Mo Strength 4 Fi Figure 20 2 Open H Y Curve Plot dialog from the left toolbar 56 The invoked Load Deflection Curve for Pile Head dialog is shown in Figur
5. ooma a a 132 7325 o0 20 ome 10505 a 1350 0 o0 sao a ooa 12593 137 797 om 140 o e Figure 18 6 Tabulated Analysis Results Dialog for Example 1 PileLAT 2014 also enables the user to copy or print the relevant results on the graph This can be done by clicking Copy Graph or Print Graph on the bottom of the Analysis Results Dialog The copied graph can be easily pasted into the third party application for reporting purpose A sample of the copied and pasted result graph is shown in Figure 18 7 for this example 50 Elevation fm 0 0 10 0 12 0 14 0 18 0 18 0 20 0 24 0 2250 0 1500 0 r 50 0 0 0 750 0 1500 0 Bending Moment kKN m Figure 18 7 Copied result graph for Example 2250 0 2000 0 51 Chapter 19 Viewing P Y Curves In PileLAT 2014 once the analysis is successfully completed the user can access the various analysis results The dialog for P Y curve plot can be invoked by clicking the P Y Curve Plot option under Display menu Figure 19 1 or P Y Curve Plot from the toolbar Figure 19 2 ea PileLAT DAIGEngSoft PileLAT Examples Example 1 flp File Define Analyze Help D fae P Y Curve Plot Lateral Displacement vs Depth ile ESI Sec Rotation ws Depth EE Ja Bending Moment ws Depth FI Mobilised Shear Force vs Depth F E Mobilised Soil Reaction vs Depth 0 0 i
6. 0 C where m s and a are material constants of rock and determined by the following method in PileLAT 2014 For GSI gt 25 which represents rock masses of good to reasonable quality GSI 100 m en m GSI 100 S exp a 0 5 92 For GSI lt 25 which represents rock masses of very poor quality GSI 100 amet s 0 Dogs S a 19 NG The required input parameters for massive rock model in PileLAT 2014 are as follows Em which is rock mass modulus The default value of Em is determined by the method of Rowe and Armitage 1984 Em 2154 0 MPa where o is the unconfined compressive strength of rock Mi Intact rock constant which depends on the rock type and normally ranges from 4 to 33 GSI Geological strength index Em inc which is the rock mass modulus increment rate with the layer depth Layer Hame Massive Rock Soil Type Rocks ha E asic Advanced F Curve Models Mode Name Massive Flock Pe Curve Parameters Default Fock Mass Modulus Em 480754 6 kPal Material Constant Mi 200 Gs 60 0 Stiffness Parameters Advanced J Set to Default Value Rock Mass Modulus increment with cod kPayr layer depth E m mec Notes Erm is the rock mass modulus hal is the maternal constant for the intact rock and depends on the rock type GSI i the geological strength index Figure A 11 2 P Y parameter input dialog for the Massive Rock in PileLAT 2014 93 A 12 Calcareous Rock
7. D for X gt Xr A 1 2 Where P ultimate soil resistance per unit length C undrained shear strength on vertical effective stress D pile diameter J dimensionless empirical constant 0 5 for soft clays and 0 25 for medium clay In PileLAT 2014 the default value of 0 25 is adopted X depth below soil surface Xp transition depth where both equations produce the same value The reference displacement Y is calculated by the equation below Yeo 2 5 e9D A 1 3 where lt is the strain at one half the maximum stress for an undrained tri axial compression test If no direct laboratory data is available the following recommended values of are adopted in PileLAT 2014 for clays Table A 1 1 Recommendation values for Strain Factor of clays Undrained Shear Strength kPa Strain Factor 5o lt 24 0 02 24 48 0 01 48 96 0 007 96 200 0 005 gt 200 0 004 The following figure shows the default P Y parameter input for soft clay Matlock model in PileLAT 2014 68 Layer Hame Soft Clay Soil Type Cohesive Sails z F r Curve Models Mode Mame Soft Clay Matlock 7 P Y Curve Parameters Default Strain Factor Ep50 ood Maternal Constant J 0 25 Hotes Ep50 is a strain factor which refers to strain value at 50 of the masimum tress for clays J Is a constant with the range from 0 25 to 0 5 for most clays Figure A 1 3 P Y parameter input dialog for soft clay Matlock model in Pile
8. Depth ad Bending Moment ws Depth Mobilised Shear Force vs Depth a Mobilised Soil Reaction vs Depth Ultimate Lateral Resistance vs Depth Effective Vertical Stress vs Depth Mobilised Bending Stiffness vs Depth _4g Tabulated Analysis Results Horizontal Load vs Top Deflection PS A E al et feel Gi ES De amp ri Figure 18 4 Open Tabulated Analysis Results dialog from the menu 48 18 0 eee Ssceosesesecer Seccseeseeser 20 0 272 0 Result Summary Max BY oe Figure 18 5 Open Tabulated Analysis Results dialog from push button The tabulated analysis results are shown in the figure below Note that the colour of each row follows the colour of the soil layer for which the analysis results are shown As mentioned before this software feature allows the user to quickly spot the results for different soil layers 49 Depth m Level m Width m Pu kN m Deflection mm Rotation Rad Bending kN m Bs e0 j 760 oo s 83 os sel e teas tea aso 625 conse seats e 1650 7650 oo amos 607 oor sosca e ters ter o0 mwas se cows ao e vo o oso s oops ea o vs vs o s s9 oma wo Ca vo avso o a ooa a Ca vs arm os anes au om o n eo 0 o0 saz aoe oo a a es s o0 oss 363 omes 4a s eo 0 oso srs az om a e es tar o0 saz 28 oma o 7 1300 0 o0 2a
9. File Type Driven Pile ITT i Soil Layer Input Pile Width 0 60 m EE Load Type Static n F Elewation ie m 0 0 2 0 Null Material No Strength A fi Figure 15 2 Open soil layer input summary table for review from the left toolbar 40 The invoked summary table is shown in Figure 15 3 which enables the user to review the detailed soil layer parameter inputs into the analysis and spot the input errors if any ayer el tT ____tarerTypeParonete sd 2 ____taerTypeNane ol Layer Cal ee Satay Ts ier Thickness e cs Cae State a iY MedelName Ts a E o eeaeee OOOO o SCC o S E Cd EA Cid SY 13 __StengihincenentwihDepthhPaw E SSC OS E T as e T A E EE S Taiz r T r S C dSSSSS E e T Ca Medias ef Subgiade Reaction KR Cid SY 21 Tretement of Modis of Subgiade Reaction WNAw SRR CSS a ___ StanFacertoWeakRock pm OOOO o o E MassModis fe a a O O ____TrtactReck Mateal Consort OO 1 Column ayer Figure 15 3 Soil layer input summary table for Example 1 41 Chapter 16 Reviewing Pile Input Parameters Similar to soil layer input parameters pile input summary table can be opened through clicking Pile Input Summary option under Define menu Figure 16 1 or pressing Pile Input Summary from the left toolbar Figure 16 2 It summaries the values of pile input parameters from the user Multiple columns for different pile segments can be shown if more than one pile segment is used The
10. iS undrained shear strength and p is effective overburden pressure at the point in question The following t z and q w curves is adopted in PileLAT 2014 for the cohesive soils of driven piles T ge mat N tres 0 9 trax Wy 08 tor cays f tres 0 7 tmar 06 0 00 0 30 0 50 0 75 0 90 1 00 0 70 to 0 90 0 70 to 0 90 02 l j 0 l 0 0 01 0 02 0 03 0 04 0 05 ZID HHNH 0 0 01 0 02 0 03 0 04 0 05 inches Figure B 1 1 t z curve adopted for the cohesive soils driven piles after API 2000 102 aQ 1 0 za 0 10 x Pile Diameter D zD Figure B 1 2 q w curve adopted for the cohesive soils driven piles after API 2000 B 1 2 Bored Piles For the cohesive soils the following equations as recommended in FHWA manual O Neill and Reese 1999 are adopted to calculate the ultimate shaft resistance f and ultimate end bearing resistance fp fs Cy a 0 55 forc p lt 1 5 a 0 55 0 1 c p 1 5 for 1 5 lt ca Pa lt 2 5 where c is undrained shear strength and p is the atmospheric pressure fo NcCu N 6 0 0 2 Noted that f cannot be greater than 3800 kPa for bored piles within the cohesive soils according to O Neill and Reese 1999 and N cannot be greater than 9 0 The following t z and q w curves is adopted in PileLAT 2014 for the cohesive soils of bored piles 103 1 0 o E io side Load Transfer Ultimate Side Loa
11. 0 500 0 0 0 500 0 1000 0 0 0 10 0 12 0 14 0 18 0 18 0 20 0 22 0 24 0 Deflection mm Figure C 2 2 Lateral displacement along the pile with the cyclic load 114 C 3 Example 3 Steel pipe pile driven into soft clay and sand layers with sloping ground surface All the other inputs are the same as Example 1 except for that sloping ground surface is adopted in this example The surface angle is 15 degree Figure C 3 1 shows the input of the sloping ground surface for this example Figure C 3 2 shows the distribution of lateral displacement along the pile for this example Axial Force Bending Moment Free Length Zone Null Figure C 3 1 Sloping ground surface 15 degree 115 F50 0 500 0 250 0 0 0 250 0 500 0 750 0 0 0 10 0 12 0 levation m E 14 0 18 0 18 0 20 0 22 0 24 0 Deflection mm Figure C 3 2 Lateral displacement along the pile for the sloping ground surface 116 C 4 Example 4 Bored pile socketed into rock layers This example involves a 600 mm diameter reinforced concrete bored pile installed through multiple sand and clay layers and socketed into strong rock by 4 m The pile length is 20 m and the ground water table is about 4 5 m below the ground surface The ground profile is shown in the table below Table C 4 1 Ground profile information for Example 4 Layer Layer Layer Name Thickness No m 1 Medium dens
12. 2014 are as follows Em which is rock mass modulus The default value of Em is determined by the method of Rowe and Armitage 1984 E 215 0 MPa where o is the unconfined compressive strength of rock Mur Poisson s Ratio for the rock The default value is 0 25 Em inc which is the rock mass modulus increment rate with the layer depth 95 Laver Name Calcareous Rock P Y Curve Models Mode Name weak Rock Fragio P Curve Parameters Default Fock Mass Modulus Em 27 5000 0 kPal Poissons Ratio Mur 0 25 Stifness Parameters Advanced Set to Default Value Rock Mass Modulus increment with kPadm layer depth Erm iric Motes Em is the Rock Mass Modulus Mur is the Poisson s Ratio of Rock Mass Figure A 12 4 P Y parameter input dialog for the Weak Rock Fragio in PileLAT 2014 A 13 Elastic Plastic Model for soils and rocks P Y curve of Elastic Plastic model for both soils and rocks is shown in the figure below K Elastic Modulus Figure A 13 1 P Y parameter input dialog for the Weak Rock Fragio in PileLAT 2014 Ultimate lateral resistance Pu is determined based on the material type as detailed below e Cohesive soils API clay model with the provided undrained shear strength value e Granular soils Reese sand model with the provided effective friction angle value and e Rock Weak rock Reese model with the provided unconfined compressive strength value and RQD of 0 T
13. Deflection 10 0 Axial Load Distribution vs Depth 17 0 Figure 21 1 Open Axial Load Pile Settlement dialog from the menu 59 BS PileLAT DIGEngSoft PileLAT Examples Example 1 flp File Define Analyze Display Help D e Hallak EA e k E Pile Type Driven Pile Section Pipe Section Pile Width 0 60 m Load Type Static Axial Load 2 0 settlement Curve Null Material Strength ADE A A i a a Figure 21 2 Open Axial Load Pile Settlement dialog from the left toolbar The dialog for pile settlement curve plot can be invoked by clicking the Axial Load Settlement Curve option under Display menu Figure 21 1 or Axial Load Settlement Curve icon from the toolbar Figure 21 2 E Load Settlement Curve at Pie Had TTT 2 D I 2 G gt a u 3 x lt Axial Force vs Settlement for Pile Head Ultimate Shaft Resistance kN 1227 8 Ultimate End Bearing Resistance kN 1223 9 n a aaa aa a Coos RST AP PPP Loe aRE eT A Ultimate Axial Pile Capacity KN 2451 7 5 0 Settlement mm Figure 21 3 Axial Load Settlement Curve dialog for Example 1 Figure 21 3 shows the Axial Load Settlement Curve dialog for Example 1 Load settlement curve is generated by the program for the specified axial loading at the pile head Preliminary 60 estimations on the ultimate shaft resistance ultimate end bearing resistance and ultimate axial pile capac
14. Detailed pile axial capacity and settlement analysis can be carried out by PileAXL 2014 which has more advanced features if required Load transfer t z and q w curves are automatically generated based on the pile installation type and soil type For driven piles t z and q w curves based on the recommendations of API 2002 are adopted for both cohesive and cohesionless granular soils For bored piles or drilled shafts t z and q w curves are based on the recommendations from Reese and O Neill 1987 for both cohesive and cohesionless granular soils For rock t z curve recommended by O Neill and Hassan 1994 is adopted Elastic plastic model is adopted for q w response at the pile toe Detailed approaches to calculate the ultimate shaft resistance and ultimate end bearing resistance for different types of soils are briefly reviewed and summarised in the Appendix B za PileLAT DAIGEngSof PileLAT Examples Example 1 fp File Define Analyze Help 4 ar i a d P Y Curve Plot Lateral Displacement vs Depth Rotation vs Depth Bending Moment vs Depth Mobilised Shear Force vs Depth i Moabilised Soil Reaction vs Depth 0 0 Ultimate Lateral Resistance vs Depth Effective Vertical Stress vs Depth PS CA E al tet eed Ui GE 2 0 Mobilised Bending Stiffness vs Depth 40 Tabulated Analysis Results ae Horizontal Load vs Top Deflection Bending Moment vs Top Rotation 30 Maximum Moment vs Top
15. a gt w U ot gt o Figure 18 2 Analysis Results Dialog for Example 1 47 i E a PileLAT DAIGEngSoft PileLAT Examples Example 1flp File Define Analyze Display Help P Curve Plot Lateral Displacernent vs Depth Rotation vs Depth Bending Moment vs Depth Mobilised Shear Force vs Depth Elevation Mobilised Soil Reaction vs Depth m 0 0 Ultimate Lateral Resistance vs Depth Effective Vertical Stress vs Depth Mobilised Bending Stiffness vs Depth _40 Tabulated Analysts Results 20 E3 EE F Figure 18 3 Viewing the analysis results from the menu items The above results can also be viewed by clicking the corresponding items under the Display menu as shown in Figure 18 3 In addition to the plotting results PileLAT 2014 also provides the detailed analysis results in the excel like table format It is convenient for the user to go through each analysis result at different depths The tabulated results can be also easily copied into the third party software for further process if required The tabulated results can be accessed through clicking Tabulated Analysis Results item under the Display menu or clicking Results Table button from the analysis result dialog za PileLAT DAIGEngSott PileLAT Examples Example 1 flp File Define Analyze Display Help i wi dh P Curve Plot a Lateral Displacement vs Depth Pile Sec Rotation vs
16. curves at the pile head will be presented in the Excel like table format through clicking the button of Results Table under the graph Load Factor Top Lateral Load kN Top Bending KN m Top Deflection mm Top Rotation Rad Maximum Bending kN m poo o o eo y o os an o az n a ozo es o se on O as wms om ma 2n ms oms ae owo me O ae O r E smen zw b Figure 20 4 Tabulated H Y Curve results for Example 1 PileLAT 2014 also enables the user to copy or print the relevant results on the graph This can be done by clicking Copy Graph or Print Graph on the bottom of Load Deflection Curve for Pile Head dialog The copied graph can be easily pasted into the third party application for reporting purpose A sample of the copied and pasted result graph is shown in Figure 20 5 for this example Top Horizontal Force vs Top Deflection 225 0 300 0 375 0 Horn zontal Force at Pile Head kM 150 0 0 0 250 00 500 00 Horizontal Displacement mm Figure 20 5 Copied H Y Curve Plot for Example 1 58 Chapter 21 Pile Axial Load Settlement Curve One of the important advantages of PileLAT 2014 is that pile settlement under compressive axial loading can be analysed by the program The feature is very useful and it enables the user to carry out preliminary pile settlement analysis without the need to set up the analysis files in different programs
17. dialog as shown in Figure 16 3 enables the user to review the input parameters related to the pile type section type section dimension material stiffness top connection conditions bending stiffness and pile batter ea PileLAT DAlGEngSott PileLAT Examples Example 1 fip File Analyze Display Help Project Title E fal 2 om A Analysis Option Pile Section Pile Length Advanced Bending Stiffness Pile Top Boundary Condition Pile Input Summary Soil Layers and Properties PS CA E al fe eee Ui Soil Layer Input Summary Figure 16 1 Open pile input summary table for review from the menu a PileLAT DS JGEngSoft PileLAT Examples Example 1flp File Define Analyze Display Help Z3 aa2 SODAS e eam Pile Type Driven Pile section Pipe Section Pile Width 0 60 m EE l Pile Input Load Type Static Summary F Elevation lA m 0 0 2 0 Null Material No Strength Figure 16 2 Open pile input summary table for review from the left toolbar 42 EE Pi Poorer EEE No Pile Parameters Pile Segment No 1 if _Pietwe ven Fle 2 Seiont O Poesen O E e E E fT e Weme OO E e Erendemir ooo a mendeme ooo Pile Material Stiffness kPa Pile Batter Degree Ground Surface Angle Degree 10 Ew Section 12 ia Weert of tana 15 16 Pile Top Boundary Free Pile Head Rotational Spring KN m rad EEN EE a Bendro Stress kPa Ai Plas
18. for P Multipliers for Example 1 38 Chapter 14 Review Input Text File The works carried out from Step 1 to Step 12 create an input Text file Example 1 TXT for this example The purpose of creating this input file is to enable the user to have a general overview about the input parameters This input text file can be opened by clicking Input File icon from the left toolbar as shown in Figure 14 1 as below The generated input text file is shown in Figure 14 2 mples Example 1 flp z F Elevation im Load Type Static D e Hallak TA e k EAA Open Input Text Pile Type Driven Pile File section Pipe Section Pile Width 0 60 m oS Figure 14 1 Open Input Text File for review from the toolbar Program Title Title Job Number Engineer Client Date Description Example 1 00001 IGEngSoft IGEngSoft 31 01 2015 This is Example 1 of PileLAT 2014 software Program Option Maximum number of load steps Maximum number of iterations for each step Maximum displacement at the pile head m Convergence Tolerance Initial load step Number of Pile Elements Engineering Units Pile Pile Type Section Type External Diameter m Internal Diameter m Pile Perimeter m Section Area m2 Moment of Inertia m4 Pile Material Stiffness kPa Pile Length m Surface Angle deg Pile Batter deg Pile Top Level m Plastic Pile
19. length along the pile with the unit of KN m and y is the lateral displacement with the unit of m Note that K is different from the coefficient of subgrade modulus k which has the unit of kN m 3 The relationship between the subgrade modulus K and the coefficient of subgrade modulus k can be expressed by the following equation Kn k D A 14 2 where D is the pile diameter width The required input parameters for Elastic Model on the advanced page of the soil layer input dialog in PileLAT 2014 are as follows Kh which is the subgrade modulus Kh inc which is the increment of the subgrade modulus with the layer depth 99 Layer Hame Calcareous Rock F Y Curve Models Subgrade Modulus Kh 100000 0 kK Amar Stiffness Parameters Advanced Set to Default Value Subgrade modulus increment with layer kPa depth Kh inc i an Hotes kh is the horizontal subgrade modulus Noted that Kh is the ratio of the force per meter over the displacement Figure A 14 1 P Y parameter input dialog for the Elastic Model in PileLAT 2014 100 Appendix B t z and q w curve for pile settlement analysis 101 Appendix B 1 Cohesive Soils B 1 1 Driven Piles For the cohesive soils the following equations as recommended in API 2000 are adopted to calculate the ultimate shaft resistance f and ultimate end bearing resistance fp fs Cy a 0 5y where y lt 1 0 a 0 5p 2 where wy gt 1 0 P Cy Do fo 9Cy Cc
20. mobilised end bearing pressure at the pile toe This elastic plastic relationship is adopted in PileLAT 2014 109 Appendix C Examples 110 C 1 Example 1 Steel pipe pile driven into soft clay and sand layers This example involves a single 600 mm diameter steel pipe pile of 25 m long driven through soft clay 15 m thick and into the medium dense sand The soft clay layer is 5 m below the water surface The wall thickness of the steel pipe pile is 20 mm The undrained shear strength of the soft clay is 35 kPa at the layer top and increases in the rate of 1 kPa m along the depth The effective friction angle of medium dense sand is 35 degree Pile Type Driven Pile ee eee Section Pipe Section Pile Width 0 60m Load Type Static Bending Moment 0 00 KN m Elevation m Lateral Force 350 00 kN 1 0 2 0 Null Material P Y Model No Strength je Null WVater 40 6 0 8 0 10 0 E o fE N 12 0 E Soft Clay P Y Model Su kPa 35 0 Soft Clay Matlock 14 0 iL 16 0 18 0 20 0 22 0 24 0 26 0 28 0 30 0 32 0 34 0 Figure C 1 1 Ground profile with the pile length and loading conditions for Example 1 Forces applied at the pile head are 1 axial force of 1650 kN and 2 lateral force of 350 KN The bending moment applied at the pile head is O in this example Figure C 1 1 shows the ground profile with the pile length and loading conditions for this example 111 Note that the cantilever p
21. number can be selected through the drop menu under the Node column The Depth column shows the depth of the node point below the pile head and this column is not editable Distributed load can be added or deleted through Add and Delete buttons on the right side Pressing Apply button after input will update the graph on the left which shows the locations of the applied distributed loads Distributed shear forces and bending moments are shown in the arrows and distributed displacement loads are shown in the dash dot line Soil layers with the specified layer colours and boundaries are also shown in the graph to help the user to know the relative position of the nodes to the soil layers The input dialog is shown in Figure 12 5 34 wre NOP won OH Figure 12 5 Input Dialog for Distributed Loads along the Pile Shaft 35 Chapter 13 Group Effect Input Option Chapter 13 is to specify the P Multipliers for each soil layer to consider the potential pile group effects and is optional for this example The dialog for the group effect input option can be invoked by clicking Group Effect option under Define menu Figure 13 1 or clicking Group Effect icon from the toolbar Figure 13 2 In PileLAT 2014 two options are available to the users 1 No Group Effects Default settings and 2 Manual settings where the users can specify the P Multipliers for each soil layer to consider the potential pile group effects In th
22. shown in Figure 7 5 then non linear bending stiffness input information can be provided by the user through pressing the Non Linear Bending Stiffness button ie a Advanced Bending Stiffness Option Pile Bending Stiffness Linear Bending Stiffness Default Non Linear Bending Stiffness Non Linear Section Edit OK Figure 7 5 Advanced Bending Stiffness Option Dialog for Non Linear Bending Stiffness The non linear bending stiffness input dialog is shown in Figure 7 6 where the user can input the plastic bending moments for different segments up to 10 in current version to model the non linear bending behvaiour of the pile 18 No 1 Moment Capacity 5000 0 kN m Bending Stiffness Parameters for Pile Segment Segment Length 25 00 Nonlinear Bending Stiffness Plastic Bending Moment 5000 00 kN m Define Structure Sections l Define Sections E 9 w a 4 2 a Figure 7 6 Advanced Bending Stiffness Input Dialog for Non Linear Bending Stiffness 19 The next step is to specify the boundary condition at the pile top or head The dialog of Pile Top Boundary Condition can be invoked by either clicking Pile Top Boundary Condition item under the Define menu as shown in Figure 8 1 or Pile Top Boundary Condition icon from Chapter 8 Pile Top Boundary Condition the toolbar as shown in Figure 8 2 ea PileLAT DAIGEngSoft PileLAT Examples Example 1 flp Define Analyze D
23. 4851 93 104 Kulhawy F H Prakoso W A and Akbas S O 2005 Evaluation of Capacity of Rock Foundation Sockets The 40 U S Symposium on Rock Mechanics USRMS Rock Mechanics for Energy Mineral and Infrastructure Development in the Northern Regions in Anchorage Alaska Liang R Yang K and Nusairat J 2009 p y Criterion for Rock Mass Journal of Geotechnical and Geoenvironmental Engineering Vol 135 No 1 pp 26 36 Matlock H 1970 Correlations for Design of Laterally Loaded Piles in Soft Clay Proceedings 2 Offshore Technology Conference Vol 1 pp 577 594 O Neill M W and Hassan K M 1994 Drilled Shafts Effects of construction on performance and design criteria Proc Int Conf on Des And Constr Of Deep Found Vol 1 Federal Highway Administration Orlando Fla 137 187 O Neill M W and Reese L C 1999 Drilled Shafts Construction Procedures and Design Methods Publication No FHWA IF 99 025 Federal Highway Administration Washington D C Pells P J N 1999 State of Practice For the Design of Socketed Piles in Rock Proceedings 8 Australia New Zealand Conference on Geomechanics HoBart Reese L C 1997 Analysis of Piles in Weak Rock Journal of the Geotechnical and Geoenvironmental Engineering Division ASCE pp 1010 1017 Reese L C Cox W R and Koop F D 1974 Analysis of Lateral Loading Piles in Sand Proceedings 6 Offshore Tec
24. 999 106 2 0 18 1 4 a 1 2 p 1 0 ae End Bearing Ultimate End Bearing Range of Results 0 6 Trend Line 0 4 0 12 3 4 5 6 7 8 9 W H 12 Settlement of Base Diameter of Base Figure B 2 2 q w curve adopted for the granular soils bored piles O Neill and Reese 1999 107 Appendix B 3 General Rock Only bored piles are considered for general rock If the rock material is selected in the lateral analysis for driven pile then this rock material is automatically converted to an equivalent cohesive soil material with high undrained shear strength half of the unconfined compressive strength in the pile settlement and axial capacity analysis B 3 1 Ultimate Shaft Resistance and End Bearing Resistance For general rock material in PileLAT 2014 the following equation are adopted to calculate the ultimate shaft resistance f and ultimate end bearing resistance f fs aa fo Nese where a and B are empirical factors determined from the various load tests o is the unconfined compressive strength of intact rocks in the unit of MPa and N is the bearing capacity factor for the rock which is assumed to be 2 5 in PileLAT 2014 Kulhawy et al 2005 reviewed the database of the currently existing methods of predicting ultimate shaft resistance and suggested that 8 can be adopted as 0 5 for all practical purposes As for the empirical factor a a value of 0 25 is considered to be close to the lower b
25. AT 2014 75 Layer Hame New Second Layer Clay Soil Type Cohesive Soils P Y Curve Models Mode Name Stiff Clay with Initial Modulus 4 P Curve Parameters Default Strain Factor Ep50 0 010 Maternal Constant J 0 25 Modulus Coefficient Kic 125 700 0 kNm Motes Ep50 is a strain factor which refers to strain value at 50 of the masimum stress for clays J Is a constant with the range from 0 25 to 0 5 for most clays KIC Is a coefficient used to estimate the initial slope of the p y curve for clays Figure A 4 2 P Y parameter input dialog for the stiff clay with initial modulus model in PileLAT 2014 76 A 5 Stiff Clay without Water Reese et al 1975 P Y curves for stiff clay with water are based on the method established by Reese et al 1975 The ultimate resistance Pc of stiff clay with water is calculated based on the equations as follows Po 2CgD Fy DX 2 83c X A 5 1 Pa 110 A 5 2 P min P Pet A 5 3 where P ultimate soil resistance per length for stiff clay with water near the ground surface Pq ultimate soil resistance per length for stiff clay with water at deep depth Ca average undrained shear strength over the calculation depth Cu undrained shear strength y effective soil unit weight D pile diameter X depth below soil surface The initial straight line portion of the P Y curve is calculated by multiplying the depth X by Ks The values of K
26. Fragio et al 1985 P Y curves for calcareous are calculated using the method by Fragio et al 1985 and are shown in the figure below P H 4 0 57 t im i p 01b f f aam a tee r 0o 4 3 4 10 Y Y Figure A 12 1 P Y curve for calcareous rock near the ground surface F7 Ya Figure A 12 2 P Y curve for calcareous rock below the transition depth Ultimate lateral resistance of calcareous rock Pu is determined as follows Near the ground surface P 30 A 12 1 Below the transition depth P 90 A 12 2 94 where o is the rock mass strength and is assumed to be 10 of the unconfined compressive strength of rock according to the recommendation of Fragio et al 1985 The following figure shows the variation of strength with the depth The transition depth is assumed to be 6 pile diameter 0 3 15 3 9 P Pu Transition Depth Depth Figure A 12 3 Variation of the lateral resistance with the depth The reference displacement Yu is determined with the following equation _ P D 2e A 12 3 Ks l 1 12 K E D E A 12 4 D Enly 1 v where D is pile diameter K is soil subgrade modulus E is soils Young s Modulus v is soil s Poisson s ratio and EI is elastic bending stiffness of pile The required input parameters for massive rock model on the advanced page of the layer input in PileLAT
27. General Layout of Pile Type and Cross Section Dialog The next is to click Edit Section Dimension button to open the Section Input dialog as shown below for pipe section option For this example we type 0 6 m for the outside diameter D1 and 0 56 m for the inside diameter D2 Note that if the user types a D2 value greater than D1 then the program will automatically correct this when this dialog is closed This is to ensure that the reasonable section sizes are provided 10 Section Dimension Outside Diameter D1 0 6000 m Inside Diameter D2 0 5600 m Outside Diameter D1 inside Diameter D2 Pipe Cross Section Figure 5 4 Section Input Dialog for Pipe Section The next is to close this Section Input dialog Note that the section properties in Pile Type and Cross Section dialog will be automatically updated according to the input cross section dimension For Young s modulus E we type 200 GPa for steel material If required other cross sections can be selected by the user by switching the radio button within the group of cross section types Section Dimension Diameter D Diameter D Circular Cross Section Figure 5 5 Section Input Dialog for Circular Cross Section 11 Section Dimension Width B p 5000 Height H 0 6000 Rectangular Cross Section Figure 5 7 Section Input Dialog for Octagonal Cross Section 12 Figure 5 8 Section Input Dialog f
28. I RP2A 21st Edition Y lateral deflection Values of Coefficients C and Cs Values of Coefficients Ca Angle of Internal Friction o deg Figure A 6 2 Variation of C1 C2 and C3 with the friction angle for API sand model after API 2000 o Angle of Internal Friction k Ib in3 Sand below the water table Relative Density Figure A 6 3 Variation of initial modulus of subgrade with the friction angle for API sand model after API 2000 81 The following figure shows the default P Y parameter input for API Sand model in PileLAT 2014 Layer Mame Medium Dense Sand Soll Type Granular Sails ne P y Curve Models Mode Hame Sand API m P t Curve Parameters Default Modulus Coefficient Kis MER 2 kA Arn 3 Notes Kis is a coefficient used to estimate the initial slope of the p y curve for Sard Figure A 6 4 P Y parameter input dialog for the API Sand in PileLAT 2014 82 A 7 Reese Sand Reese et al 1974 P Y curves for sand based on Reese et al 1974 for both static and cyclic loading conditions are shown in the figure below P xX Xo Le RRR X X P AN mnene k ii ia P Pm Yau Ym I Py K Yu Y m Yk KX 0 D 60 3D 80 Y Figure A 7 1 P Y curve for Reese Sand model under both static and cyclic loading condition The ultimate resistance of sand varies from a value determined by equation A 7 1 at shallow depths to a value determined by equat
29. I gt Innovative Geotechnics User Manual for PileLAT 2014 A Finite Element Based Program for Single Piles under Lateral Loading By Innovative Geotechnics Pty Ltd Gibraltar Circuit Parkinson QLD 4115 Australia February 2015 Important Warning Please carefully read the following warning and disclaimers before downloading or using the software and its accompanied user manual Although this software was developed by Innovative Geotechnics Pty Ltd in Australia with considerable care and the accuracy of this software has been checked and verified with many tests and validations this software shall not be used for design unless the analysis results from this software can be verified by field testing and independent analyses and design from other parties The users are responsible for checking and verifying the results and shall have a thorough and professional understanding about the geotechnical engineering principles and relevant design standards In no event shall Innovative Geotechnics Pty Ltd and any member of the organization be responsible or liable for any consequence and damages including without limitation lost profits business interruption lost information personal injury loss of privacy disclosure of confidential information rising from using this software Table of Contents Chapter 1 Introduction Chapter 2 Start the new file Chapter 3 Project Title Information Input Chapter 4 Pile Type a
30. LAT 2014 69 A 2 API Soft Clay API 2000 Soft clay also can be modelled by the method recommended in API RP2A 21st Edition 2000 where the ultimate resistance Pu of soft clay is determined in the same way as Matlock 1970 The only difference is that the piece wise curves are used as shown in the figures below for both static and cyclic loading conditions P P ere ane PN ee eee See A 0 7 7 Fy 0 5 H i l l o j 3 8 Figure A 2 1 P Y curve for soft clay API model under static loading condition 70 P P 1 For X gt Xn N ROA SS a a 0 5 F 0 72 2 oa Y Y 01 3 15 Figure A 2 2 P Y curve for soft clay API model under cyclic loading condition The reference displacement Y is calculated by the equation below Y 2 5 69D A 4 where s is the strain at one half the maximum stress for an undrained tri axial compression test and is based on the recommendations in Table A 1 1 The following figure shows the default P Y parameter input for soft clay API model in PileLAT 2014 71 Laver Name Soft Clay Soil Type Cohesive Soils P Y Curve Models Mode Name Soft Clay API P Curve Parameters Default Strain Factor Ep50 0 010 Maternal Constant J 0 25 Notes Ep50 ig a strain Factor which refers to strain value at 502 of the masimum stress for cl
31. Loose Sand 15 1 0 47 8 8 40 1 9 Loose Sand Silt Medium Silt Loose Sand 20 1 4 67 0 12 60 2 9 Medium Sand Silt Dense silt Medium Sand 5 1 7 1 3 20 100 4 8 Dense Sand Silt Dense Sand 30 2 0 95 7 40 200 9 6 Very Dense Sand Silt Dense Gravel 35 2 4 114 8 50 250 12 0 Very Dense Sand The t z and q w curves shown in Figure B 1 1 and Figure B 1 2 are adopted in PileLAT 2014 for the granular soils of driven piles B 2 2 Bored Piles For the cohesive soils the following equations as recommended in FHWA manual O Neill and Reese 1999 are adopted to calculate the ultimate shaft resistance f and ultimate end bearing resistance fp fs Boz B 1 5 0 245z where 0 25 lt lt 1 5 105 fp 0 ford lt 30 fp 1530 kPa for 30 lt p lt 36 fp 3830 kPa for 36 lt lt 41 4300 kPa for 41 lt where z is the depth below the ground surface a is the effective overburden pressure and is the effective friction angle of the sand 1 2 1 0 aa EE es ee a a e ai ae wen gt oS ee me f L SAA Za owk y AE 5 l A 2 F Tar ian is ae E GRAVEL 0 6 oan Pii 8 PiS nroj 3 l Range of Results for 0 4 Deflection Softening Response Hange of Results for Deflection Hardening Reaponse 0 2 aee Trend Line 00 02 O4 66 O8 10 12 t4 186 18 20 Settlement Diameter of Shaft Figure B 2 1 t z curve adopted for the granular soils bored piles O Neill and Reese 1
32. Mode Name Stiff Clay with Water Reese PA Curve Parameters Default Strain Factor Ep50 0 010 Modulus Coefficeint Kic 135700 0 kN m 3 Motes Ep50 is a strain factor which refers to strain value at SU of the masimum stress for clays kic is a coefficient used to estimate the initial slope of the p y curve for clays Figure A 5 4 P Y parameter input dialog for the stiff clay with water model in PileLAT 2014 79 A 6 API Sand API 2000 For API Sand model API 2000 the ultimate lateral bearing capacity for sand at shallow depth is calculated as Pys CX C D y X A 6 1 Paa C3Dy X A 6 2 where P s ultimate resistance at the shallow depth Pq ultimate resistance at the deep depth y effective soil weight X depth C C C3 coefficients determined from Figure A 6 2 of the API RP2A 21st Edition D Pile Diameter P Y curves for API Sand under both static and cyclic loading conditions are shown in the figure below P Static Cyclic Y Figure A 6 1 P Y curve for API Sand model under both static and cyclic loading condition The lateral soil resistance deflection P Y relationship is described by A 6 3 KD P AP tanh Pa y where 80 P A Factor to account for cyclic or static loading conditions 0 9 for cyclic loading max 3 0 0 8H D 0 9 for static loading actual lateral resistance K initial modulus of subgrade reaction determined from Figure 6 8 7 1 of the AP
33. Section Pile Segment Pile Segment Length m 250 50 1 20 1 0000E 05 0 10 100 SI Units Information Driven Pile Steel Pipe Section 0 60 0 56 Default Default Default 2 0000E 08 2s No Pile Segment Bending Stiffness kPa 3 068SE 05 Figure 14 2 Generated Input Text File for this example 39 Chapter 15 Reviewing Soil Layer Input Parameters In addition to reviewing the general input text file PileLAT 2014 also provides the user with the option of reviewing soil layer input parameters Soil layer input summary dialog can be invoked through clicking Soil Layer Input Summary option under Define menu Figure 15 1 or Soil Layer Input Summary icon from the left toolbar Figure 15 2 ea PileLAT DAIGEngSott PileLAT Examples Example 1 flp Fle Define Analyze Display Hep g Project Title E fam E E e e Analysis Option Pile Section Pile Length Advanced Bending Stiffness Pile Top Boundary Condition Pile Input Summary Soil Layers and Properties FS CA ea al el feel Gi De Pile Top Loading Sara RTST STATA TE TATOTOTATA TO TETOTATATOTETETOTOT Cyclic Loading Option Distributed Load Option Group Effect Option d mi mi Figure 15 1 Open soil layer input summary table for review from the menu DA PileLAT D IGEngSoft PileLAT Examples Example 1flp File Define Analyze Display Help H a e E EA E g
34. Ultimate Lateral Resistance vs Depth nh oe ee Ma Figure 19 1 Open P Y Curve Plot dialog from the menu ea PileLAT Di JGEngSoft PileLAT Examples Example 1 flp Display Help File Define Analyze D e a g Z A E fe El itl Pile Type Driven Pile Section Pipe Section BB Pile Width 0 60 m Load Type Static FI Elevation El Emr P Y Curve Plot 0 0 2 0 Null Material No Strength Figure 19 2 Open P Y Curve Plot dialog from the toolbar P Y curves for all the nodes can be selected and viewed by the user through P Y Curve Plot Dialog as shown in Figure 19 3 Plot or update the P Y curve plots can be done through the following steps e Step 1 Tick the check box for the pile node number where you want to view the results Note that multiple node points can be selected 52 e Step 2 Click the Plot Update button at the bottom of the table to update the P Y curve plots For each node point listed in the table other relevant information such as Depth Level Undrained shear strength Su at the layer top Effective angle of friction Phi Unconfined compressive strength UCS at the layer top and P Y model type are also displayed for the user s information The background colour of row in the table follows the colour of the soil layer P Y curve plots for the selected nodes z re c G l 5 Y m 2 o 60 00 90 00 Horizontal Di
35. _ Load Type Static cea Elevation m 0 0 E o Figure 4 2 Invoke Analysis Option dialog from the toolbar IAS So Figure 4 3 shows the general layout of Analysis Option dialog This dialog provides the user with different analysis options as described below for two main groups 1 Control Parameters Group and 2 Units of Input and Analyses group za Analysis Option Control Parameters Maxinun number of load steps Maximunn number of iterations for each step Maximunn displacement at the pile head m Convergence Tolerance Initial load step Number of pile elements Units of Input and Analyses 5 Units kFa m millimeters and kN Figure 4 3 General Layout of Analysis Option Dialog Control Parameters group lists 6 main control parameters for the finite element analysis Maximum number of load step This allows the user to change update the maximum load steps used in the analysis The minimum value is 100 and maximum value is 500 The default value is 100 Depending on the nonlinearity of the problem this value may need to be increased by the user for convergence Maximum number of iterations for each step This is the maximum iteration number at each load step used in the analysis The minimum value is 30 and maximum value is 300 The default value is 30 Depending on the nonlinearity of the problem this value may need to be increased by the user for convergence Maximum displa
36. al load transfer curve plot can be invoked by clicking the Axial Load Distribution vs Depth option under Display menu Figure 22 1 or Axial Load Distribution Curve Plot from the toolbar Figure 22 2 aa PileLAT DAIGEngSoft PileLAT Examples Example 1 flp File Define Analyze Display Help D lH g al P Y Curve Plot F Lateral Displacement vs Depth ile E3 Sec Rotation vs Depth EE p Bending Moment vs Depth F Mobilised Shear Force vs Depth F aa Mobilised Soil Reaction vs Depth 0 0 Ultimate Lateral Resistance vs Depth Effective Vertical Stress vs Depth 2 0 y Mobilised Bending Stiffness vs Depth 4g Tabulated Analysts Results pr KEH Horizontal Load ws Top Deflection ee Bending Moment vs Top Rotation 8 0 Maximum Moment ws Top Deflection 10 0 Axial Load vs Pile Settlement Axial Load Distribution vs Depth 12 0 Figure 22 1 Open Axial Load Distribution vs Depth dialog from the menu 63 PileLAT DAIGEngSoft PileLAT Examples Example 1flp File Define Analyze Display Help id aa EM a A e a Ee fam E E rl Pile Type Driven Pile Section Pipe Section Pile Width 0 60 m Load Type Static CA E al eel teed N Ga Elevation m 2 0 l EO Mull Materia Axial Load No Strength Transfer Plot 4 0 H0 Figure 22 2 Open Axial Load Distribution vs Depth dialog from the left toolbar The invoked Axial Load Transfer Curve dialog is sh
37. and Reese 25 model is adopted as P Y model with the default modulus coefficient which depends on the effective friction angle 1 Null Material 2 SoftCla Mode Nane V P Y Curve Parameters Default Modulus Coefficient Kis 20373 2 kN m 3 Notes Kis is a coefficient used to estimate the initial slope of the p y curve for Sand C Program Files x86 GEngSof PleLAT Examples Example fip Glddgs BUI DASA EB ARM e a z AORAR ERAD Axial Force 1650 00 kN Bending Moment 0 00 KN m Lateral Force 350 00 kN P Y Modet Null Material Nul amp Water No Strength Licensed to Innovative Geotechnics Pty Ltd PileLAT 2014 12 09 Figure 9 8 Ground profile with three different layers for Example 1 26 Clicking different layer within the layer list will display the corresponding basic parameter The program will save the input parameters into the internal memory when the Close button at the bottom or X button at the top right corner The ground profile as shown in Figure 9 8 will be created 27 Chapter 10 Pile Load Input Step 9 is to define the loading at the pile head The dialog for the pile head loading input can be invoked by clicking Pile Top Loading option under Define menu Figure 10 1 or Pile Top Loading icon from the toolbar Figure 10 2 Axial force horizontal shear force and bending moment at the pile head can be input from the user Note that only compressive
38. axial force is considered in PileLAT 2014 and no tension force is allowed Horizontal shear force from the left to right side is defined as positive and bending moment in the clockwise direction is defined as positive fz PileLAT DAMGEngSoft PileLA T Examples Example 1 flp Analyze Display Help Ad Project Title S a 2 Gl Analysis Option Pile Section Pile Length Advanced Bending Stiffness Pile Top Boundary Condition Pile Input Summary Soil Layers and Properties PS A E al Ge eed Ud Soil Layer Input Summary Cyclic Loading Option Figure 10 1 Invoke Pile Top Loading input dialog from the menu E PileLAT DMGEngSoft PileLA T Examples Example 1 flp File Define Analyze Display Help D li aa ak u A a i E E G a o e Pile Type Driven Pile Section Pipe Section BE Pile Width 0 60 m Pile Top Loading Load Type Static Input LF Elevation E m 0 0 2 0 Null Material No Strength 4A 0 Figure 10 2 Invoke Pile Top Loading input dialog from the toolbar 28 Figure 10 3 shows the Pile Top Loading input dialog For this example we type 1650 KN for axial force 350 KN for shear force and O for bending moment at the pile head EE rae ven a ro B Pile Head Loads Notes 1 Compressive axial force only Axial force kN h650 00 2 Positive shear force from left to right i side and 3 Posi
39. ays J Is a constant with the range from 0 25 to 0 5 for most clays Figure A 2 3 P Y parameter input dialog for soft clay API model in PileLAT 2014 72 A 3 Stiff Clay without Water Welch and Reese 1972 The following figures show the P Y curves for stiff clay without water based on Welch and Reese 1972 P P ae ae a re ee tee 1 os gt Py Yso 0 16Y eo Y Figure A 3 1 P Y curve for stiff clay without water model under static loading condition P 16Ys6 9 6Yzol0g N4 P a E mee meer a ret aes Sere rar oe i l na p N N3 N i N l Ye ig YsgClogN Y Y tYeoClogN Yo Y Y oClog N3 i Yo Y YzoClog N Y 0 16Y50 9 6Yzol0og N1 16Yz0 9 6Yzol0og N3 16Yz0 9 6Y 9logN3 Figure A 3 2 P Y curve for stiff clay without water model under cyclic loading condition 73 The ultimate soil resistance per unit length of pile Pu and the reference displacement Yz is determined by the procedure as described in Appendix A 1 The following figure shows the default P Y parameter input for stiff clay without water model in PileLAT 2014 Layer Hame Soft Clay Soll Type Cohesive Soils P Y Curve Models Made Name Stiff Clay without Water Reese PY Curve Parameters Default Strain Factor Ep50 0 010 Maternal C
40. cement at the pile head m This is the maximum lateral displacement allowed by the program at the pile head If the specified value is exceeded the analysis will be terminated and no result outputs will be provided as this usually means that the pile fails under the current loading conditions Convergence Tolerance This is the convergence tolerance used to determine whether the equilibrium conditions are achieved under the current loading conditions The default value is 1 0E 05 and it shall be changed with cautions if required The accuracy of the solutions will be in question if this value is too high On the other hand the analysis will have convergence problem if this value is set to a unnecessary small value in numerical analysis e Initial load step This is the initial load step used in the analysis and the default value is 0 1 e Number of pile elements This is the number of pile elements used in the analysis The pile length will be equally divided into elements with the specified number Units of Input and Analyses group provides two unit options in the program e Sl Units This is to select SI Units in the program It the default option in the program e English Units This is to select English Units in the program This option is currently not available Chapter 5 Pile Type and Cross Section Input The pile type and cross section input can be accessed by clicking Pile Section item under Define main menu Fig
41. d Transfer o ae Fange of Results e_ Trand Line o gt yi i Hi 0 2 0 0 0 0 0 2 04 06 08 10 12 14 16 18 2 0 _ Settlement Diameter of Shaft Figure B 1 3 t z curve adopted for the cohesive soils bored piles O Neill and Reese 1999 LO 0 8 0 8 p E End Bearing Ultimate End Bearing f i ih Trend Line o 12 3 4 5 6 7 8 8 Settlement of Base a Diameter of Base Figure B 1 4 g w curve adopted for the cohesive soils bored piles O Neill and Reese 1999 104 Appendix B 2 Granular Soils B 2 1 Driven Piles For the granular soils the following equations as recommended in API 2000 are adopted to calculate the ultimate shaft resistance f and ultimate end bearing resistance fp fs Kp tan fo NqPo where K is the coefficient of lateral pressure and usually assumed to be 0 8 for open ended pipe pile with unplugged toe or 1 0 for plugged or close end pipes is the friction angle between the soil and pile N is the bearing capacity factor and p is the effective overburden pressure The following table is adopted in PileLAT 2014 for the values of interface friction angle 6 and bearing capacity factor Ng Table B 2 1 Design parameters for cohesionless soils after API 2000 Soil Pile Limiting Skin Limiting Unit End Friction Angle Friction Values Bearing Values Density Soil Description 6 Degrees kips f kPa Ng kups ft MPa Very
42. e Weak Rock Reese P Curve Parameters Detault Constant E ps rm 0 00005 Rock Mass Modulus Em 215000 0 kPal RGD 50 0 2 Stiffness Parameters Advanced Set to Default Value Rock Mass Modulus increment with kPavrn layer depth E m mec Motes Eps im is a constant for Weak Rock Aeesel with the range from 0 00005 to 0 0005 Erm is the initial rock mass modulus for weak Rock Reese ROD is the rock quality designation Figure A 9 2 P Y parameter input dialog for the Weak Rock in PileLAT 2014 A 10 Strong Rock Tunner 2006 P Y curves for strong rock are calculated using the method by Turner 2006 and are shown in the figure below E 1005 E 20005 0 00045 0 00245 Y Figure A 10 1 P Y curve for Strong Rock The ultimate resistance of strong rock is given by the following equation P BS where B is the pile diameter and S is the half of the unconfined compressive strength of the strong rock 90 A 11 Massive Rock Liang et al 2009 P Y curves for massive rock are calculated using the method by Liang et al 2009 and are shown in the figure below P er ag OR K P K 0 Figure A 11 1 P Y curve for Massive Rock The ultimate resistance of massive rock at the shallow depth is given by the following equations Ps 2C cos 0 sin p Cz sin p 2C sin 0 C H C H tan f sec 0 c Kopo tan z Koy tan 0 C C tan c D sec p 2H
43. e 20 3 Three different options are available from this dialog 1 Horizontal Load vs Top Deflection 2 Bending Moment vs Top Rotation and 3 Maximum Bending Moment vs Top Deflection H Load Deflection Curve for Pile Head Plot Options Horizontal Load vs Top Deflection Bending Moment vs Top Rotation _ Maximum Bending Moment vs Top Deflection Top Horizontal Force vs Top Deflection Z Y G L 2 G o 6 u G i 5 N C 5 I 250 00 Horizontal Displacement mm ean Ta Figure 20 3 P Y Curve Plot dialog for Example 1 The first option is Horizontal Load vs Top Deflection which shows the relationship between the horizontal load and the resulted lateral deflection at the pile head The second option is Bending Moment vs Top Rotation which shows the relationship between the mobilised bending moment and pile rotation at the pile head Noted this plot depends on the applied bending moment at the pile head If the applied bending moment at the pile head is zero then only a horizontal line at the bottom is present The third option is Maximum Bending Moment vs Top Deflection which shows the relationship between the mobilised maximum bending moment and the lateral deflection at the pile head This option is very useful when the nonlinear bending stiffness option is adopted in the analysis 57 If required the tabulated results as shown in Figure 20 4 for the load and deflection
44. e diameter and X depth below rock surface The lateral resistance deflection P Y relationship for weak rock is represented by a three segment curve The relationship is described by P M Y A 9 3 For Y lt Y 2 Yn A 9 4 For Y gt Y and P lt P 87 P Py A 9 5 For Y gt 16Y Y can be found by solving the following equation P 1 333 ees A 9 6 n a R The initial modulus slope of the P Y curve M can be determined by Mir ki Em A 9 7 Where En is the rock mass modulus and k is a dimensionless factor calculated by ki 100 ee 3D A 9 8 For O0 lt X lt 3D kir 500 A 9 9 For X gt 3D The parameter Y can be determined by Yo EnD A 9 10 where is a dimensionless constant and normally ranges from 0 0005 to 0 00005 in the analysis The required input parameters for Weak Rock Reese model are shown in the figure below on the advanced page of the soil layer input dialog Eps rm which is dimensionless constant ranging from 0 00005 to 0 0005 Em which is rock mass modulus The default value of Em is determined by the method of Rowe and Armitage 1984 Em 215 0 MPa where g is the unconfined compressive strength of rock RQD which is rock quality designation parameter and varies between 0 and 100 Em inc which is the rock mass modulus increment rate with the layer depth 88 Layer Hame Weak Rock Reese F Y Curve Models Mode Mam
45. e left toolbar Figure 15 3 Soil layer input summary table for Example 1 Figure 16 1 Open pile input summary table for review from the menu Figure 16 2 Open pile input summary table for review from the left toolbar Figure 16 3 Pile input summary table for Example Figure 17 1 Open Run Analysis dialog from the menu Figure 17 2 Open Run Analysis dialog from the top toolbar Figure 17 3 Run Analysis Message Box for Example 1 Figure 18 1 Open the Analysis Results Output Dialog from the left toolbar Figure 18 2 Analysis Results Dialog for Example 1 Figure 18 3 Viewing the analysis results from the menu items Figure 18 4 Open Tabulated Analysis Results dialog from the menu Figure 18 5 Open Tabulated Analysis Results dialog from push button Figure 18 6 Tabulated Analysis Results Dialog for Example 1 Figure 18 7 Copied result graph for Example 1 Figure 19 1 Open P Y Curve Plot dialog from the menu Figure 19 2 Open P Y Curve Plot dialog from the toolbar Figure 19 3 P Y Curve Plot dialog for Example 1 Figure 19 4 Tabulated P Y Curve results for Example 1 Figure 19 5 Copied P Y curves graph for Example 1 Figure 20 1 Open H Y Curve Plot dialog from the menu Figure 20 2 Open H Y Curve Plot dialog from the left toolbar Figure 20 3 P Y Curve Plot dialog for Example 1 Figure 20 4 Tabulated H Y Curve results for Example 1 Figure 20 5 Copied H Y Curve Plot for Example 1 Figure 21 1 Op
46. e to dense sand layer 2 2 Stiff clay layer 2 5 3 Soft clay layer 5 0 4 Stiff clay layer 2 0 5 Dense sand Layer 2 0 6 Very low to low strength rock 2 5 T Medium to high strength rock 4 0 Detailed soil layer input parameters are shown in the table below Table C 4 2 Summarised soil strength parameters for Example 4 Strength Parameters Layer No Undrained Shear Strength s kPa 1 F 2 95 3 25 4 100 5 2 6 7 P Y Model API Sand Stiff clay without free water Reese Soft Clay Matlock Stiff Clay with Free Water Reese Reese Sand Weak Rock Reese Strong Rock Unconfined Effective Friction Angle p deg 36 40 Compressive Strength UCS MPa 1 0 10 0 Undrained shear strength increment rate is 0 5 kPa m from the layer top for this soil layer 117 Both static axial force and lateral force are applied at the pile head The applied axial force is 11500 KN in compression and the applied lateral force is 500 kN The bending moment applied at the pile head is O in this example Figure C 4 1 shows the ground profile with the pile length and loading conditions for this example Pile Type Bored Pile Axial Force 11500 00 kN Section Circular Section Pile Width 0 60 m Load Type Static Bending Moment 0 00 kN m Lateral Force 500 00 kN Phi deg 36 0 Figure C 4 1 Ground profile with the pile length and loading conditions for Example 4 The distribution of the pile
47. eer IGEngSoft Client IGEngSoft Date 3170172015 HEETE D IGEngS oft PileL4 TSE sarmples E ample 1 flp File path C Program Files x86 4IGEngS oft PileLaT Figure 3 3 General layout of Project Title Dialog The following items are created by the program for the user s reference and cannot be changed by the user from this dialog Date the creation date of the project file The date will also be updated when the project file is changed and saved File name the full file name with the directory path File path the file path of the program Chapter 4 Analysis Option Input The analysis option can be updated or modified by clicking the Analysis Option icon from the toolbar Figure 4 2 or clicking Analysis Option menu item from the main Define menu Figure 4 1 of the program as shown in the figures below za PileLAT D IGEngSoft PileLAT Examples Example Lflp Analyze Display Help Project Title E ri Ee iT Analysis Setting Pile Section Pile Length Nonlinear Bending Stiffness Pile Top Boundary Condition Pile Input Summary Soil Layers and Properties JOE AME Sol Layer I ri p ut Su mi mary Figure 4 1 Invoke Analysis Option dialog from the menu pA PileLAT DAGEngSoft PileLAT Examples Example 1 flp File Define Analyze Display Help F emere E me Pile Type Driven Pile Section Pipe Section alyecie Cyntior Pile Width 0 60 m a
48. en Axial Load Pile Settlement dialog from the menu Figure 21 2 Open Axial Load Pile Settlement dialog from the left toolbar Figure 21 3 Axial Load Settlement Curve dialog for Example 1 Figure 21 4 Tabulated axial load settlement curve results for Example 1 Figure 21 5 Copied axial load pile settlement curve for Example Figure 22 1 Open Axial Load Distribution vs Depth dialog from the menu Figure 22 2 Open Axial Load Distribution vs Depth dialog from the left toolbar Figure 22 3 Axial Load Transfer Curve dialog for Example 1 Figure A 1 1 P Y curve for soft clay Matlock model under static loading condition Figure A 1 2 P Y curve for soft clay Matlock model under cyclic loading condition Figure A 1 3 P Y parameter input dialog for soft clay Matlock model in PileLAT 2014 Figure A 2 1 P Y curve for soft clay API model under static loading condition Figure A 2 2 P Y curve for soft clay API model under cyclic loading condition Figure A 2 3 P Y parameter input dialog for soft clay API model in PileLAT 2014 Figure A 3 1 P Y curve for stiff clay without water model under static loading condition Figure A 3 2 P Y curve for stiff clay without water model under cyclic loading condition Figure A 3 3 P Y parameter input dialog for stiff clay without water model in PileLAT 2014 Figure A 4 1 P Y curve for the modified stiff clay without water model under static loading condition Figure A 4 2 P Y parameter in
49. eneral program interface is loaded and shown in Figure 2 2 If Open an existing project button is clicked then the file selection dialog will be invoked as shown in Figure 2 3 where the user will be able to open the existing PileLAT analysis file with the file type of FLP File Define Analyze OF dee SU TASTE gaa M Fle Pile Type Bored Pile Axial Force 500 00 IN Section Circular Section Pie Width 1 20m Bending Moment 50 00 k m Lateral Force 100 00 kN ao OBE Figure 2 2 Default analysis file of PileLAT 2014 Creating the new project which the user wants will be started from this point onwards from modifying the existing default project settings z oy DATAPARTI D IGEngSoft PileLAT Examples ak Search Examples p T zo d Microsoft Office Name Date modified Type bai CLIPART bii Document Themes 14 gt j MEDIA 4 Officel2 J 1033 b InfoPath SDK gt J Visual Studio Tools 1 gt Sy Officel4 gt Stationery E S P Templates gt jy 1033 Presentation Design gt d Microsoft SDKs gt J Microsoft Silverlight gt J Microsoft SQL Server gt Jb Microsoft SQL Server Cc b ad Microsoft Sync Framew gt E Microsoft Synchronizati gt jb Microsoft Visual Studio w LEE Si LOIS E ai t g Example 1 flp 5 02 20159 13PM_ FLP File NewFile flp 31 01 2015 5 13PM _FLP File Nl S Filename Example 1 flp Figure 2 3 Analysis file selection dialog for P
50. eters Figure 9 5 Soil Layers and Properties Input for the second layer Advanced Parameters Figure 9 6 Soil Layers and Properties Input for the third layer Basic Parameters Figure 9 7 Soil Layers and Properties Input for the third layer Advanced Parameters Figure 9 8 Ground profile with three different layers for Example Figure 10 1 Invoke Pile Top Loading input dialog from the menu Figure 10 2 Invoke Pile Top Loading input dialog from the toolbar Figure 10 3 Pile Top Loading Input Dialog for Example Figure 11 1 Invoke Cyclic Loading Option input dialog from the menu Figure 11 2 Invoke Cyclic Loading Option input dialog from the toolbar Figure 11 3 Cyclic Load Option Input Dialog for Example 1 Figure 12 1 Invoke Distributed Load Option input dialog from the menu Figure 12 2 Invoke Distributed Load Option input dialog from the toolbar Figure 12 3 Distributed Load Input Dialog for Example 1 Figure 13 1 Invoke Group Effect Option input dialog from the menu Figure 13 2 Invoke Group Effect Option input dialog from the toolbar Figure 13 3 Group Effects Input Option for Example 1 Figure 13 4 Input Table for P Multipliers for Example 1 Figure 14 1 Open Input Text File for review from the toolbar Figure 14 2 Generated Input Text File for this example Figure 15 1 Open soil layer input summary table for review from the menu Figure 15 2 Open soil layer input summary table for review from th
51. for the Massive Rock in PileLAT 2014 Figure A 12 1 P Y curve for calcareous rock near the ground surface Figure A 12 2 P Y curve for calcareous rock below the transition depth Figure A 12 3 Variation of the lateral resistance with the depth Figure A 12 4 P Y parameter input dialog for the Weak Rock Fragio in PileLAT 2014 Figure A 13 1 P Y parameter input dialog for the Weak Rock Fragio in PileLAT 2014 Figure A 13 2 P Y parameter input dialog for the Elastic Plastic Model in PileLAT 2014 Figure A 14 1 P Y parameter input dialog for the Elastic Model in PileLAT 2014 Figure B 1 1 t z curve adopted for the cohesive soils driven piles after API 2000 Figure B 1 2 q w curve adopted for the cohesive soils driven piles after API 2000 Figure B 1 3 t z curve adopted for the cohesive soils bored piles FHWA 1999 Figure B 1 4 q w curve adopted for the cohesive soils bored piles FHWA 1999 Figure B 2 1 t z curve adopted for the granular soils bored piles FHWA 1999 Figure B 2 2 q w curve adopted for the granular soils bored piles FHWA 1999 Figure C 1 1 Ground profile with the pile length and loading conditions for Example 1 List of Tables Table A 1 1 Recommendation values for Strain Factor of clays Table A 4 1 Recommended on the initial slope of the p y curve for stiff clay Table B 2 1 Design parameters for cohesionless soils after API 2000 Chapter 1 Introduction PileLAT 2014 is a finite element based program
52. he linear portion of the P Y curve K is determined with the following equation 1 12 K 22 Es A 13 1 D Esl 1 v where D is pile diameter K is soil subgrade modulus E is soils Young s Modulus v is soil s Poisson s ratio and E I is elastic bending stiffness of pile 97 The required input parameters for Elastic Plastic model on the advanced page of the soil layer input dialog in PileLAT 2014 are as follows Es which is Young s modulus of soils or rocks Mur Poisson s Ratio of soils or rocks The default value is 0 3 E inc which is the increment of Young s modulus with the layer depth Layer Hame Calcareous Rock Soil Type Rocks P Y Curve Models Mode Mame Elastic Plastic Young s Modulus Es 100000 0 kPa Poisson s Ratio ma 0 20 Stiffness Parameters Advanced Set to Default Value Stiffness Increment with Layer Depth kParm E n Hotes Es is the Young s Modulus of soils mu is the Poisson s ratio of soils Noted that subgrade modulus of soils is estimated with the approach of Vesic 1961 for this model Figure A 13 2 P Y parameter input dialog for the Elastic Plastic Model in PileLAT 2014 98 A 14 Elastic Model for soils and rocks Elastic model in PileLAT 2014 adopts the subgrade modulus to calculate the response of soils rocks under the lateral deformation k A 14 1 where K is the subgrade modulus with the unit of KN m m P is the force per
53. hnology Conference Vol 2 pp 473 484 Reese J C and Van Impe W F 2001 Single piles and pile groups under lateral loadings A A Balkema Rotterdam Rollins K M Gerber T M Lane J D and Ashford S A 2005a Lateral Resistance of a Full Scale Pile Group in Liquefied Sand Journal of the Geotechnical and Geoenvironmental Engineering Division ASCE Vol 131 pp 115 125 Rollins K M Hales L J and Ashford S A 2005b p y Curves for Large Diameter Shafts in Liquefied Sands from Blast Liquefaction Tests Seismic Performance and Simulation of 121 Pile F oundations in Liquefied and Laterally Spreading Ground Geotechnical Special Publication No 145 ASCE pp 351 376 Rowe R K and Armitage H H 1987 A design method for drilled piers in soft rock Canadian Geotechnical Journal 24 126 142 Welch R C and Reese L C 1972 Laterally Load Behavior of Drilled Shafts Research Report No 3 5 65 89 Center for Highway Research the Universityof Texas at Austin May 1972 122
54. igure 9 2 Invoke Soil Layers and Properties dialog from the toolbar In PileLAT 2014 Soil layers can be added inserted or deleted through Ada Insert and Delete buttons The layer colour also can be adjusted or updated by clicking Colour button 22 In the current version maximum 50 soil layers can be defined by the user Layer name also can be defined by the user through text input The available material types from Soil Layers and Properties input dialog include 1 Null material 2 Cohesive soils 3 Cohesionless soils and 4 Rocks For each material type different P Y models can be selected through Advanced tab except for Null materials which are mainly used to model the pile cantilever free length section above or below water In another word free length or cantilever pile length is defined through adopting a soil layer with Null material properties at the ground surface Once Null Material type is selected the Advanced tab will be disabled Layer Name Null Material Soil Type Null Basic No Layer Name 1 Nul Material O O O O00200 Z Add Layer Thickness 5 00 rm 2 Soft Clay J 3 Medium Dense Sand Input Layer below Water Table if Checked Insert Delete Figure 9 3 Soil Layers and Properties Input for the first layer Input of soil layers and properties mainly consists of two parts 1 Basic soil parameters on Basic Tab such as soil layer thickness total unit weight g
55. ileLAT 2014 Chapter 3 Project Title Information Input The project title information can be updated or modified by clicking the Title icon from the toolbar Figure 3 2 or clicking Project Title menu item from the main Define menu Figure 3 1 of the program as shown in the figures below a PileLAT DAIGEngSott PileL4T Examples Example 1 flp File Define Analyze Display _Help S g Project Title Analysis Setting Pile Section Pile Length Nonlinear Bending Stiffness Pile Ton Rowndary Condition E3 EEI F lA Figure 3 1 Invoke Project Title dialog from the menu i a PileLAT DAlGEngSoft PileLAT Examples Example 1 flp File Define Analyze Display Help ere Ea ears E im E Bl te D gt Pile Type Driven Pile 7 ES Section Pipe Section Title Dialog EE Pile Width 0 60 m Load Type Static Elevation E m 0 0 20 Null Material No Strength 4 0 6 0 Figure 3 2 Invoke Project Title dialog from the toolbar Figure 3 3 shows the general layout of Project Title dialog The following information can be input by the user for the project Project Title Example 1 Job Number 00001 Design Engineer GEngSoft Client GEngSoft Description This is Example 1 of PileLAT 2014 software Project Title Description Example This i Example 1 of PileLAT 2014 sottware Job Number 00001 Design Engin
56. ion A 7 2 at deep depths The depth of transition X is determined by comparing the value of each equation at the specified depths The ultimate resistance of sand at the shallow depths is determined according to KX t t yX ene me ae an wae a D X tan B tana ane P a e A 7 1 Ko tan tan sin B tana KaD and the ultimate resistance of sand at deep depths is determined according to Poq yXD K tan B 1 K tang tan B A 7 2 where X depth below soil surface Ky coefficient of earth pressure at rest angle of internal friction of sand B 45 2 A ca 2 83 N42 owe Ka tan 45 2 D pile diameter P min Ps Psa P A P or P AcP P BP Or BoP The empirical parameters As Ac Bs and Bc can be determined through the following figures A Static 2 0 3 0 4 0 5 0 6 0 Figure A 7 2 Variation of As and Ac with the depth for Reese sand model After Reese at al 1974 1 0 2 0 x D 2 0 4 0 50 6 0 Figure A 7 3 Variation of Bs and Bc with the depth for Reese sand model After Reese et al 1974 84 The following figure shows the default P Y parameter input for Reese Sand model in PileLAT 2014 Layer Marne Medium Dense Sand Soil Type Granular Sails g F Y Curve Models Mode Name Sand Reese z P Y Curve Parameters Default Modulus Coefficient Kis 203732 KN Arn 3 Hotes kis is a coefficie
57. is example the first option No Group Effects is adopted as shown in Figure 13 3 If the Manual setting option is selected a Define button will be visible to the user The input table as shown in Figure 13 4 will appear if the Define button is clicked The above table allows the user to input the specific P Multipliers for each soft layer The default value for each layer is 1 0 za PileLAT DAIGEngSoft PileLAT Examples Example Lflp File Analyze Display Help A g Project Title E Com Ed re l Analysis Option Pile Section Pile Length Advanced Bending Stiffness Pile Top Boundary Condition Pile Input Summary Soil Layers and Properties PS CA E e Get eed Ua Soil Layer Input Summary Pile Top Loading WE EF PEP PP Pe eee Cyclic Loading Option Distributed Load Option Group Effect Option Figure 13 1 Invoke Group Effect Option input dialog from the menu 36 ES PileLAT 7 D IGEngSoft PileLA k Exe ua D gi elBulli Aeg SAE Pile Type Driven Pile Section Pipe Section m ER Pile Width 0 60 m Group Effect A Load Type Static Input Option F Elevation E m 0 0 2 0 Null Material No Strength 40 6 0 Figure 13 2 Invoke Group Effect Option input dialog from the toolbar Group Effects No Group Effects Default settings Manual settings Figure 13 3 Group Effects Input Option for Example 1 37 1 00 o wo Figure 13 4 Input Table
58. isplay Help d Project Title E fm E E irl e Analysis Option Pile Section Pile Length Advanced Bending Stiffness Pile Top Boundary Condition E3 EEJ F E Pile Input Summary Soil Layers and Properties Soil Layer Input Summary The following three different options can be adopted by the user for the pile top boundary File Define Analyze Display Help id F a Ae Bl 2 Sm La Pile Type Driven Pile Section Pipe Section Pile Width 0 60 m Load Type Static Pile Top Boundary Condition Elevation m 0 0 2 0 3 Figure 8 2 Invoke Pile Top Boundary Condition dialog from the toolbar A E l el Ae ld condition as shown in Figure 8 3 Option 1 Free Pile Head Pile head is free to move laterally and rotate Usually pin or hinge connections are assumed between pile cap and piles Option 2 Rigid Pile Head Pile head can move laterally but cannot rotate Moment will be generated at the pile head Option 3 Partially Restrained Pile Head Rotational spring value needs to be provided in the unit of moment per unit slope Ii Pic Top Connection nn Pile Top Connection Free Pile Head Rigid Pile Head Partially Restrained Pile Head Figure 8 3 Pile Top Boundary Condition Dialog For this example we selected the option of Free Pile Head If the Partially Restrained Pile Head op
59. ith Null material type the Advanced tab is disabled with grey colour and cannot be clicked Noted that the check box of Input Layer below Water Table is ticked This means that the first layer is under the water table Figure 9 4 shows the soil layers and properties input of the second layer for the basic parameters Figure 9 5 shows the advanced parameters input for the second layer Soft clay Matlock model is adopted as P Y model with the default P Y parameters Layer Name Soft Clay Soil Type Cohesive Soils Basic Advanced No Layer Name 1 Null Material Layer Thickness 15 00 m 2 Soft Clay Medium Dense Sand Ji Input Layer below Water T able if Checked Total Unit Weight Undrained Shear Strength 16 0 kKN m 3 35 0 kPa Strength Parameters Advanced Set to Default Value Strength increment with layer kPa m depth Su inc Figure 9 4 Soil Layers and Properties Input for the second layer Basic Parameters 24 P Y Curve Parameters Default Strain Factor Eps50 Material Constant J Layer Thickness 15 00 fm V Input Layer below Water Table if Checked Total Unit Weight Effective Friction Angle 18 0 kN m 3 35 0 Deg Figure 9 6 Soil Layers and Properties Input for the third layer Basic Parameters Figure 9 6 shows the soil layers and properties input of the third layer for the basic parameters Figure 9 7 shows the advanced parameters input for the third layer S
60. ity are carried out by the program and the preliminary results are shown on the load settlement curve graph If required the tabulated results as shown in Figure 21 4 for the load and settlement curve at the pile head will be presented in the Excel like table format through clicking the button of Results Table under the graph Figure 21 4 Tabulated axial load settlement curve results for Example 1 PileLAT 2014 also enables the user to copy or print the axial load settlement curve results on the graph This can be done by clicking Copy Graph or Print Graph on the bottom of Load Deflection Curve for Pile Head dialog The copied graph can be easily pasted into the third party application for reporting purpose A sample of the copied and pasted result graph is shown in Figure 21 5 for this example 61 Axial Force at Pile Head kM 250 0 600 0 750 0 1000 0 1250 0 1500 0 1750 0 0 0 Axial Force vs Settlement for Pile Head Ultimate Shaft Resistance kN Ultimate End Bearing Resistance kM Utimate Axial Pile Capacity kN 2 5 5 0 T 5 Settlement mm Figure 21 5 Copied axial load pile settlement curve for Example 1 62 Chapter 22 Axial Load Transfer Curve In addition to the axial load and settlement curve at the pile head PileLAT 2014 also provides with the user the distribution of axial load transfer along the pile shaft once the analysis is successfully completed The dialog for the axi
61. l when 100 of applied loads are solved within the specified error tolerance Otherwise warning messages will be displayed under the progress bar to show the likely cause of the problem Clicking OK button will close the dialog and the user will be able to access the various analysis results if the analysis run is successful Otherwise the user will need to review the input file to find out why the analysis cannot be successfully completed 1 0000 Analysis Lateral force analysis is successfully completed within the specified tolerance Results Click OK Button to view analysis results Figure 17 3 Run Analysis Message Box for Example 1 45 Chapter 18 Viewing Analysis Results PileLAT 2014 provides an easy way to access various analysis results through Analysis Results Output Dialog The User can view almost all analysis results plotted against the depth or elevation Clicking the corresponding radio button enables the User to switch different analysis result plots conveniently Soil layers with the specified layer colours and boundaries are also shown in the graph to help the user to know the relative position of the results to the soil layers This Analysis Results Output Dialog can be invoked by clicking Analysis Results icon from the left toolbar as shown in Figure 18 1 za PileLAT DAIGEngSoft PileLAT Examples Example 1 flp Define Analyze Display Help S H aeliEVIDAea
62. lateral displacement under the applied loading is shown in Figure C 4 2 The load settlement curve at the pile head under the applied axial loading is shown in Figure C 4 3 118 Elevation m 0 0 10 0 12 0 14 0 18 0 18 0 20 0 r5 0 50 0 25 0 0 0 25 0 50 0 75 0 Deflection mm Figure C 4 2 Lateral displacement along the pile for Example 4 119 Axial Force at Pile Head kM 0 12500 Oo 10000 7500 0 Oo 5000 2500 0 0 0 Axial Force vs Settlement for Pile Head Utimate Shaft Resistance kN l Ultimate End Bearing Resistance kM Utimate Axial Pile Capacity kN T 5 15 0 22 5 Settlement mm Figure C 4 3 Load settlement curve at the pile head for Example 4 120 References American Petroleum Institute 2000 Recommended Practice for Planning Designing and Constructing Fixed Offshore Platforms Working Stress Design API RP 2A WSD 21 Edition Errata and Supplement October 2007 Baquelin F 1982 Rules for the structural design of foundations based on the selfboring pressuremeter test Proceeding of the symposium on the pressuremeter and its marine application Paris IFP 347 362 Brown D A 2002 Personal Communication about Specifying Initial k for Stiff Clay with No Free Water Fragio A G Santiago J L and Sutton V J R 1985 Load Tests on Grouted Piles in Rock Proceedings 17 Annual Offshore Technology Conference Houston OTC
63. nd Cross Section Input Chapter 5 Pile Length Input Chapter 6 Advanced Bending Stiffness Input Chapter 7 Pile Top Boundary Conditions Chapter 8 Soil Layers and Properties Input Chapter 9 Pile Load Input Chapter 10 Chapter 11 Chapter 12 Chapter 13 Chapter 14 Chapter 15 Chapter 16 Chapter 17 Chapter 18 Chapter 19 Chapter 20 Chapter 21 Cyclic Load Option Input Distributed Load Option Group Effect Input Option Review Input Text File Reviewing Soil Layer Input Parameters Reviewing Pile Input Parameters Run Analysis Viewing Analysis Results Viewing P Y Curves Viewing H Y Curves Pile Axial Load Settlement Curve Axial Load Transfer Curve Appendices Appendix A Appendix B Appendix C References P Y curves for lateral force analysis t z and q w curve for pile settlement analysis Examples oOo A N gt 16 20 22 28 30 33 36 39 40 42 44 46 52 56 99 66 101 110 117 List of Figures Figure 1 1 Ground profile with the pile length and loading conditions for Example 1 Figure 2 1 Project start dialog in PileLAT 2014 Figure 2 2 Default project setting Figure 3 1 Invoke Project Title dialog from the menu Figure 3 2 Invoke Project Title dialog from the toolbar Figure 3 3 General layout of Project Title Dialog Figure 4 1 Invoke Analysis Option dialog from the menu Figure 4 2 Invoke Analysis Option dialog from the toolbar Figure 4 3 General Lay
64. nt used to estimate the initial slope of the p y curve for Sand Figure A 7 4 P Y parameter input dialog for the Reese Sand in PileLAT 2014 85 A 8 Liquefied Sand Rollins et al 2005 P Y curves for liquefied sand is based on the works of Rollins et al 2005 and is shown in the figure below No additional advanced soil parameter inputs are required for this soil model The program will automatically calculate the P Y response during the analysis 150mm Y Figure A 8 1 P Y curve for Liquefied Sand The following equations are used to produce the curve Po3m A By lt 15 kN m A 8 1 P4 3 81In D 5 6 for0 83m lt D lt 2 6m A 8 2 P PosmPa A 8 3 A 3x10 7 X 1 A 8 4 B 2 80 X 1 A 8 5 C 2 85 X 1 7041 A 8 6 Note that it could be possible that the maximum value of P is reached when the lateral deflection is less than 150 mm 86 A 9 Weak Rock Reese 1997 P Y curves for weak rock are calculated using the method established by Reese 1997 and shown in the figure below P Y y Figure A 9 1 P Y curve for Weak Rock Reese 1997 The ultimate resistance of weak rock is determined according to the following equations Xr Pie Qu D 1 1 4 For 0 lt X lt 3D Pr 52a OD For X 3D A 9 1 A 9 2 where P is ultimate soil resistance per unit length a is the strength reduction factor Q is the unconfined compressive strength of rock D pil
65. o 1 Bending Stiffness 306842 6 Lr Bending Stiffness Parameters for Pile Segment Segment Length 25 00 m Elastic Bending Stiffness kN m 2 E amp n x k 5 a 2 a Figure 7 4 Advanced Bending Stiffness Input Dialog for Linear Bending Stiffness 17 The following dialog for bending stiffness input is shown Figure 7 4 once the Linear Section Edit button is pressed in Figure 7 3 Noted that the default bending stiffness option is adopted for this example Therefore no changes will be made to this dialog The segment length is the pile length and the elastic bending stiffness value is based on the section properties and material stiffness input by the user in Step 4 For each option the pile segment length elastic bending stiffness or plastic bending moment can be changed or edited Pile segments can be added or deleted through Add and Delete Button Pressing Save button after any change will enable the latest pile segment input details to be shown on the figure Clicking each pile segment no in Pile Segment List selection box will highlight the selected pile segment on the figure Noted that if the total length of all segments is different from the pile length entered in Pile Length dialog then the pile length value on the Pile Length dialog will be automatically changed and updated to the total length of all segments from this dialog If Non linear Bending Stiffness option is selected as
66. oading Option input dialog from the menu In this example there is no need to open this dialog as the loading type is static which is the same as the default option This step is shown here mainly to demonstrate the loading type options which PileLAT can provide It also serves the purpose to double check the loading type before saving the input file and running it 30 D g ad ela AlTA e AlE MRa m rile Pile Type Driven Pile ak man Cyclic Loading E Load Type Static Option F Elevation E m 0 0 aa Null Material Jll Materia Strength An Figure 11 2 Invoke Cyclic Loading Option input dialog from the toolbar Loading Type Static load Default setting Cyclic load Figure 11 3 Cyclic Load Option Input Dialog for Example 1 If the user wants to carry out the cyclic load analysis then the option of Cyclic Load can be selected with the following dialog BB Cyclic Load Option Loading Type Static load Default setting Cyclic load Cycle numbers Figure 11 4 Cyclic Load Option Input Dialog 31 32 Chapter 12 Distributed Load Option Distributed Load Option can be invoked by clicking Distributed Load option under Define Menu Figure 12 1 or clicking Distributed Load icon from the toolbar Figure 12 2 5 PileLAT DAIGEngSoft PileLAT Examples Example 1lp al m Define Analyze Display Help Project Title ri Z i m Analysis Option
67. onstant J 0 25 Notes Ep50 is a strain Factor which refers to strain value at 50 of the masimum stress for clays J Is a constant with the range from 0 25 to 0 5 for most clays Figure A 3 3 P Y parameter input dialog for stiff clay without water model in PileLAT 2014 74 A 4 Stiff Clay without Water with initial subgrade modulus This model is similar to stiff clay without water based on the method by Welch and Reese 1972 except for that the initial slope follows the recommendations on the model of stiff clay with water by Reese et al 1975 The initial straight line portion of the P Y curve is calculated by multiplying the depth X by Ks The values of Ks are determined based on the values of undrained shear strength as follows Reese and Van Impe 2001 Table A 4 1 Recommended on the initial slope of the p y curve for stiff clay Undrained shear strength kPa Ks MN m3 50 100 100 200 300 400 Static Loading 135 270 540 Cyclic Loading 55 110 217 The following figures show the P Y curves for the stiff clay with initial modulus based on the recommendation of Brown 2002 P F i a 1 05 Pi Eas Yso Ey K X Y 0 16Y so Figure A 4 1 P Y curve for the stiff clay with initial modulus model under static loading condition The following figure shows the default P Y parameter input for the modified stiff clay without water model in PileL
68. or H Section Section Dimension Width D p 5000 Figure 5 9 Section Input Dialog for General Cross Section 13 Chapter 6 Pile Length The pile length input can be accessed by clicking Pile Length item under Define main menu Figure 6 1 or clicking Pile Length icon on the toolbar Figure 6 2 The invoked dialog allows the user to input the pile length Pile Top Level Pile Batter and Ground Surface Angle The pile batter and ground surface angle are selected by the user through moving the corresponding slide bars The minimum is 30 degree and the maximum is 30 degree The increment is 0 5 degree and it is believed that this should be accurate enough for most engineering projects ROTAN mA Project Title E il m m Analysis Setting Pile Section Nonlinear Bending Stiffness Pile Top Boundary Condition Pile Input Summary Soil Layers and Properties Soil Layer Input Summary Figure 6 1 Invoke Pile Length dialog from the menu EG PileLAT DAIGEngSoft PileLAT Examples Example 1flp File JOBS SHH ob Define Analyze Display Help 5 a a elal twee E im E GE ee Pile Type Driven Pile section Pipe Section Pile Width 0 60 m am Pile Length Load Type Static Elewation m 0 0 2 0 Mull Material No Strength Figure 6 2 Invoke Pile Length dialog from the toolbar 14 PileLAT 2014 provides a unique interactive in
69. ortion of the pile is modelled with using a layer with Null material type in PileLAT program If the cantilever portion is within the water such as driven piles used for offshore projects the user only needs to make sure that this special Null layer is under water table in the soil layer input In this example since the first 5 m cantilever portion is within the water the first layer which is the layer with Null material type under the water table The water table is shown as a thicker blue line in the ground profile as shown in Figure C 1 The distribution of lateral displacement is shown in Figure C 1 2 500 0 250 0 0 0 250 0 500 0 750 0 0 0 10 0 12 0 Elevation m 14 0 18 0 18 0 22 0 24 0 Deflection mm Figure C 1 2 Lateral displacement along the pile with the static load 112 C 2 Example 2 Steel pipe pile driven into soft clay and sand layers with cyclic loading All the other inputs are the same as Example 1 except for that cyclic load with 2000 cycles is adopted instead of the static loads at the pile top Figure C 2 1 shows the cyclic load setting for the applied force at the pile head Figure C 2 2 shows the distribution of lateral displacement along the pile for this example Teo Loading Type Static load Default setting Cyclic load Cycle numbers Figure C 2 1 Cyclic load setting for the applied force at the pile head 113 m Elevation 1000
70. ound to 90 of the published data for normal rock sockets in PileLAT 2014 More options are available in PileAXL 2014 for both empirical parameters where the user would be able to choose the specific value if required B 3 2 t z curve for rock The following hyperbolic relationship for t z curve as recommended by O Neill and Hassan 1994 is adopted in the program to calculate the mobilised shaft resistance f _ based on the pile settlement z Z Ce 75D 7 Sea pa Em fs where D is the pile diameter and Em is the elastic modulus of the rock mass The following relationship proposed by Rowe and Armitage 1984 is adopted to calculate the elastic modulus of the rock mass based on the unconfined compressive strength of rocks Ey 215 0 B 3 3 q w curve for rock According to Pells 1999 for massive and intact rock the load displacement behaviour is linear up to bearing pressures of 2 to 4 times the UCS For jointed rock mass the load displacement behaviour is linear up to 0 75 to 1 25 times the UCS Baguelin 1982 suggested using the following equation for the linear load displacement relationship for end bearing up to a specific maximum displacement at which the ultimate bearing resistance is mobilised 108 4Ep gt p T 1 vp7 D 7 fo Op in which Ep is elastic rock modulus at the pile toe s is pile toe displacement vu is Poisson s ratio 0 25 is adopted in the program D is the pile diameter and oj is the
71. out of Analysis Option Dialog Figure 5 1 Invoke Pile Section dialog from the menu Figure 5 2 Invoke Pile Section dialog from the toolbar Figure 5 3 General Layout of Pile Type and Cross Section Dialog Figure 5 4 Section Input Dialog for Pipe Section Figure 5 5 Section Input Dialog for Circular Cross Section Figure 5 6 Section Input Dialog for Rectangular Cross Section Figure 5 7 Section Input Dialog for Octagonal Cross Section Figure 5 8 Section Input Dialog for H Section Figure 5 9 Section Input Dialog for General Cross Section Figure 6 1 Invoke Pile Length dialog from the menu Figure 6 2 Invoke Pile Length dialog from the toolbar Figure 6 3 General Layout of Pile Length Input Dialog Figure 7 1 Invoke Advanced Bending Stiffness dialog from the menu Figure 7 2 Invoke Advanced Bending Stiffness dialog from the toolbar Figure 7 3 Advanced Bending Stiffness Option Dialog Figure 7 4 Advanced Bending Stiffness Input Dialog Figure 8 1 Invoke Pile Top Boundary Condition dialog from the menu Figure 8 2 Invoke Pile Top Boundary Condition dialog from the toolbar Figure 8 3 Pile Top Boundary Condition Dialog Figure 9 1 Invoke Soil Layers and Properties dialog from the menu Figure 9 2 Invoke Soil Layers and Properties dialog from the toolbar Figure 9 3 Soil Layers and Properties Input for the first layer Figure 9 4 Soil Layers and Properties Input for the second layer Basic Param
72. own in Figure 22 3 The axial load transfer curve is plotted against the elevation or depth The more advanced option for the axial load transfer curve is presented in PileAXL 2014 program where 5 different curves corresponding to the different axial loads at the pile head are provided 64 E Pam meme eee eeedanwnne eer eee ee eee eee eee eee eee eee eee eee eee ee ee eee ee Pee ee eee ee eee ee ee ee ee ee w uogeaajg ee ee ee eee eee ee eee eee eee ee eee ee ee es Axial Force along the Pile Shaft KN Figure 22 3 Axial Load Transfer Curve dialog for Example 65 Appendix A P Y curves for lateral force analysis 66 A 1 Soft clay Matlock model P Y curves for soft clay with water based on the method established by Matlock 1970 are shown below for both static and cyclic loading conditions Ue is re ee 1 ms P P P Yeo 0 5 H i Y Yso 0 1 8 Figure A 1 1 P Y curve for soft clay Matlock model under static loading condition P P 1 For X gt Xn N 072E s EO a E E EN EN EE E E E E 0 5 0 72 a Y Y 0 50 1 3 15 Figure A 1 2 P Y curve for soft clay Matlock model under cyclic loading condition 67 The ultimate resistance Pu of soft clay increases with the depth and the smaller of the values based on the following relationships is adopted P c D 3 4x J for X lt Xp A 1 1 P 9c
73. put as shown in Figure 6 3 of Pile Batter and Ground Surface Angle with moving the sliding bars The dialog figure will be automatically updated to reflect any change in Pile Batter and Ground Surface Angle Cantilever portion of the pile as shown in the figure is denoted as Free Length Zone Null This can be achieved by specifying a Null material layer at the ground surface with the layer thickness equal to the cantilever length or free length Pile Input Data Pile Length L Pile Top Level Axial Force Bending Moment Lateral Force Pile Batter Zone Null Figure 6 3 General Layout of Pile Length Input Dialog 15 Chapter 7 Advanced Bending Stiffness Optional Step 6 is an optional step in this example which enables the user to choose the structural bending stiffness option in the analysis The Advanced Bending Stiffness Option dialog can be invoked by either clicking Advanced Bending Stiffness menu item under the Define as shown in Figure 7 1 or clicking Advanced Bending Stiffness icon from the toolbar as shown in Figure 7 2 i a PileLAT DAIGEngSoft PileLAT Examples Example 1 flp File Display Help AE Project Title Sl a 2 Analysis Option E3 Pile Section EE File Length F ding Stiffness i File Top Boundary Condition File Input Summary Soil Layers and Properties Soil Layer Input Summary
74. put dialog for the modified stiff clay without water model in PileLAT 2014 Figure A 5 1 P Y curve for the stiff clay with water model under static loading condition Figure A 5 2 P Y curve for the stiff clay with water model under cyclic loading condition Figure A 5 3 Variation of As and Ac parameters with the depth for the stiff clay with water model Figure A 5 4 P Y parameter input dialog for the stiff clay with water model in PileLAT 2014 Figure A 6 1 P Y curve for API Sand model under both static and cyclic loading condition Figure A 6 2 P Y curve for API Sand model under both static and cyclic loading condition Figure A 6 3 Variation of initial modulus of subgrade with the friction angle for API sand model after API 2000 Figure A 6 4 P Y parameter input dialog for the API Sand in PileLAT 2014 Figure A 7 1 P Y curve for Reese Sand model under both static and cyclic loading condition Figure A 7 2 Variation of As and Ac with the depth for Reese sand model After Reese at al 1974 Figure A 7 3 Variation of Bs and Bc with the depth for Reese sand model After Reese et al 1974 Figure A 7 4 P Y parameter input dialog for the Reese Sand in PileLAT 2014 Figure A 8 1 P Y curve for Liquefied Sand Figure A 9 1 P Y curve for Weak Rock Reese 1997 Figure A 9 2 P Y parameter input dialog for the Weak Rock in PileLAT 2014 Figure A 10 1 P Y curve for Strong Rock Figure A 11 1 P Y curve for Massive Rock Figure A 11 2 P Y parameter input dialog
75. roundwater status above or below ground water table undrained shear strength for cohesive soils effective friction angle for cohesionless soils and unconfined compressive strength for rocks For cohesive soils and rocks the strength increment with the layer depth also can be specified through Strength Parameters Advanced option The strength increment is automatically set to zero if the default option is selected 2 Advanced soil parameters related to different P Y models on Advanced Tab The available P Y models depend on the soil type which the user select and are listed below for different soil types 23 e Cohesive Soils Soft clay API Soft clay Matlock Stiff clay without water Reese Modified stiff clay without water Stiff clay with water Reese Elastic plastic model and Elastic model e Cohesionless Soils Sand API Sand Reese Liquefied sand Elastic plastic model and Elastic model e Rock Weak rock Reese Strong rock Massive rock Weak rock Fragio Elastic plastic model and Elastic model Detailed descriptions about those P Y models adopted by PileLAT 2014 are presented in Appendix A Three layers need to be defined in this example The first layer is a layer with Null material type and water table at the layer top The second layer is a soft clay layer and the third layer is a medium dense sand layer Figure 24 shows the soil layer and property input for the first layer Since it is a layer w
76. s are determined based on the values of undrained shear strength as follows Reese and Van Impe 2001 as shown in Table A 4 1 4 P 7 r 1 25 Y A Y pate Y AP 0 055P 2 Veg s 50 7 I 7 A OLE l E 0 0625P 50 EoD Ys o Esi KX l 0 Ag Yeo Yso 6A Vso 18A Yeo Y Figure A 5 1 P Y curve for the stiff clay with water model under static loading condition 77 Y 0 45Y P AP 1 __ Esi KcX 0 45Y AcPe V o Y 4 1A5 50 Ese 0 085F 7 l Yso l Yso E50D Esi KX l 0 0 45Y 0 6Y 1 8Y Y Figure A 5 2 P Y curve for the stiff clay with water model under cyclic loading condition 2 Figure A 5 3 Variation of As and Ac parameters with the depth for the stiff clay with water model Figures A 5 1 and A 5 2 show the P Y curves for the stiff clay with water model under both static and cyclic loading conditions Y and Y are calculated by the following equations Yz0 Ezo D A 5 4 Yp 4 14 Y50 A 5 5 78 where the strain factor is based on the Table A 1 1 The parameters As and Ac can be determined from Figure A 5 3 The following figure shows the default P Y parameter input for the stiff clay with water model in PileLAT 2014 Layer Hame Soft Clay Sail Type Cohesive Sails z Per Curve Models
77. splacement mm Depth m Level m Su kPa Phi Deg UCS MPa Figure 19 3 P Y Curve Plot dialog for Example 1 If required detailed P Y curve results can be accessed through clicking the button of Results Table under the summary table A new window with gird type outlook as shown in Figure 19 53 4 will be invoked with Y displacement mm and P mobilised lateral pile force kN m for the selected node points BG P Y Curve Results Table Y mm for Node 48 Pul kN m forNode 48 Y mm for Node 51 Pu kKN m for Node 51 Y mm for Node 59 0 00 0 12 3 75 7 50 11 25 15 00 18 75 22 50 26 25 30 00 33 75 8 45 00 38 8 8 144 00 147 00 150 00 lt am m ow 1 Column 1 7 Figure 19 4 Tabulated P Y Curve results for Example 1 PileLAT 2014 also enables the user to copy or print the relevant results on the graph This can be done by clicking Copy Graph or Print Graph on the bottom of the Analysis Results Dialog The copied graph can be easily pasted into the third party application for reporting purpose A sample of the copied and pasted result graph is shown in Figure 19 5 for this example 54 File Lateral Resistance kM m 225 0 150 0 76 0 0 0 P Y curve plots for the selected nodes 30 00 60 00 30 00 120 00 Horizontal Displacement mm Figure 19 5 Copied P Y curves graph for Example 1 150 00 55 Chapter 20 Viewing H Y Curves
78. tan sec f tan 8 C3 _ DtanB o o Hy H tan f tan 20 9 Hy c D 2H tan tan 0 2C cos B cos 7 sin 6 tan cos 6 yH C KoH tan B sec 0 Cpo gt Cs y K H Zo D oy 45 a p s 91 Ko 1 sin o 2e Opo y JK Y where c is the effective cohesion is the effective friction angle y is the effective unit weight and D is the pile diameter width Zo The ultimate resistance of massive rock at the deep depth is given by the following equations TT 2 P P 3 Tmax P D P Kao 2c Ka Tmax 0 45 0 where g is the effective overburden pressure at the deep depth and g is the unconfined compressive strength of rock mass The lesser of those ultimate resistance values will be adopted in the analysis The initial slope of the P Y curve Ki can be determined by the following equation 0 284 Rail e lp TEND a Em D4 Where Em is the rock mass modulus D is the pile diameter F is the bending stiffness of the pile D is the reference pile diameter which is equal to 0 305 m and v is Poisson s ratio of the pile The effective strength parameters of massive rock c and are determined using the Hoek Brown strength criterion as follows in the program 2T 0 90 sin ea 7 01 03 c T On tan 2 PARS oi 03 oh 03 nS 2 a1 of 0 5m 6 a 1 03 0 03 Oc Mp FS
79. that analyses the behaviour of single piles mainly under lateral loading based on p y curves One of the important advantages which PileLAT 2014 has over other pile lateral force analysis software is that it also has some basic capability of calculating pile settlement under compressive axial loading User Manual of PileLAT 2014 will be presented with an example which follows the natural flow of program use from opening a new file to result outputs The input file Example 1 flp for this example can be found within the Examples folder in the program installation directory The details about this example are presented in Appendix C Chapter 2 Start the new file When PileLAT 2014 program is opened the following dialog Figure 2 1 will firstly appear which enables the user to choose 1 start a new project or 2 open an existing project New Model Initialization Quick Start Start a new project Open an existing project PileLAT 2014 Finite Element Based Program for Single Piles under Lateral Loading Copyright C 2014 2015 Innovative Geotechnics Pty Ltd Figure 2 1 Project start dialog in PileLAT 2014 In this example we select the first option which is Start a new project Once this option is selected a default new project with two soil layers is automatically created The default file name is Newfile FLP The corresponding file path is shown on the top title bar of the program The ground profile and g
80. tic Bending Moment KPa 4 gt Row 1 Column 1 Figure 16 3 Pile input summary table for Example 1 43 Chapter 17 Run Analysis Running the analysis file with the input parameters created from Step 1 to Step 12 can be invoked by clicking Run Analysis option under Analyze menu Figure 17 1 or clicking Run Analysis icon from the top toolbar Figure 17 2 a PileLAT DAIGEngSoft PileLAT Examples Example 1 flp File Define Analyze Display Help ted Rum Analysis 1 fal Bh Pile Type Driven Pile section Pipe Section Pile Width 0 60 m Load Type Static ES A E al et lel TE Elevation m 0 0 2 0 Null Material No Strength 4 0 Figure 17 1 Open Run Analysis dialog from the menu BG PileLAT DAIGEngSoft PileLAT Examples Example 1 flp File Define Analyze Display Help Slade EM OAS Lp fel E El iF l Pile Type Driven Pile section Pipe Section Pile Width 0 60 m Run Analysis Load Type Static Null Material No Strength ESI A E al Ee eel Ud Figure 17 2 Open Run Analysis dialog from the top toolbar The opened main message box as shown in Figure 17 3 details the load step information during the analysis which includes load step number load multiplier pile top deflection and force error The maximum load step has been set on Analysis Option dialog in Step 3 44 The analysis is considered to be successfu
81. tion is selected then the user can used the following dialog to input the rotational spring at the pile head fimo iia Pile Top Connection Free Pile Head Rigid Pile Head Partially Restrained Pile Head Rotational Spring KN m rad 1 00E 02 Figure 8 4 Pile Top Boundary Condition Dialog for Partially Restrained Pile Head 21 PileLAT Chapter 9 Soil Layers and Properties Input 2014 offers an innovative and straightforward interactive way to create multiple soil layers with various relevant parameters in the program Soil layer input dialog can be invoked through clicking clicking Soil Layers and Properties item under Define menu Figure 9 1 or Soil Layers and Properties icon from the toolbar Figure 9 2 aa PileLAT DAIGEngSoft PileLAT Examples Example flip i Display Help Project Title EGE are Analysis Option Pile Section E File Length F Adwanced Bending Stiffness te File Top Boundary Condition Pile Input Summary Pile Top Loading Figure 9 1 Invoke Soil Layers and Properties dialog from the menu PileLAT DAIGEngSoft PileLAT Examples Example 1 flp File Define Analyze Display Help Slade SVIDASEE REAM e Pile Type Driven Pile ES section Pipe Section EE Pile Width 0 60 m Load Type Static Soil Layers and Properties FI Elevation E m 0 0 2 0 Null Material No Strength F
82. tive Bending Moment Shear force kN 350 00 at the pile head in the clockwise direction Bending Moment kKN m 0 00 Axial Force Bending Moment Shear Force Figure 10 3 Pile Top Loading Input Dialog for Example 1 For the additional loads along the pile shaft such as distributed shear force and bending moment or soil movement loading the user need to go to Distributed Load option to define those additional loads This will be explained in the other sections 29 Chapter 11 Cyclic Load Option Step 10 is to specify the loading type 1 static load or 2 cyclic load Static load type is the default load type in PileLAT 2014 The dialog to define the cyclic loading option can be invoked by clicking Cyclic Loading Option under Define menu Figure 11 1 or clicking Cyclic Loading Option icon from the toolbar Figure 11 2 Once the Cyclic Loading Option is selected then the number of load cycles can be entered The maximum cycle load number is 5000 in the current version OS PileLAT DAIGEngSoft PileLAT Examples Example 14lp D A E al el al ad File Analyze Display Help Project Title Analysis Option Pile Section Pile Length Advanced Bending Stiffness Pile Top Boundary Condition Pile Input Summary Soil Layers and Properties Soil Layer Input Summary Pile Top Loading Cyclic Loading Option Distributed Load Option EGE Amr Figure 11 1 Invoke Cyclic L
83. ure 5 1 or clicking Pile Section icon on the toolbar Figure 5 2 G35 PileLAT D IGEngSoft PileLAT Examples Example 1 flp H PileLAT D GEngSoft PileLAT Examples Example 1flp File Analyze Display Help Project Title S fa EB irr I Analysis Setting Pile Section aes Pile Length F Nonlinear Bending Stiffness i Pile Top Boundary Condition Pile Input Summary Soil Layers and Properties Soil Layer Input Summary Pile Top Loading fn A A A A A a n Figure 5 1 Invoke Pile Section dialog from the menu File Define Analyze Display Help D g a a el H MEA e a E e A Dd Fie Type Driven Pile Section Pipe Section ER Pile Width 0 60 m Pile Type and Gross lt xxal Load Type Static Section Input i Elevation E m 0 0 2 0 ro Ehi Ld atrial Figure 5 2 Invoke Pile Section dialog from the toolbar Figure 5 3 shows the general layout of Pile Type and Cross Section dialog We select Driven Pile option for Pile Type and select Pipe Section for Cross Section Type BE ie pens con aon Pile Type Selection Pile Type Driven Pile Cross Section Type Circular Section Rectangular Section Octagonal Section C H Section Pipe Section User Defined Edit Section Dimension Section Properties Perimeter Ls 1 885 Section Area Ab 0 283 Moment of Inertia 1 534E 03 Young s Modulus E 2 000E 08 Figure 5 3

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