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User Manual for PileROC 2014

1. PileROC DAIGEngSoft PileROC Examples Example 1 KOC File Analyze Display Help EG PileROC DAlGEngSoft PileROC Examples Example LROC file Aa EET Ed Ua ET Figure 7 2 Invoke Rock Layers and Properties dialog from the toolbar Define Analyze Elevation m 0 0 Pile Type Bored Pile Pile Width 0 90 m Section Circular Section Method Load Transfer Method Display Help w E M Z el l Rock Layers and Properties In PileROC 2014 Rock layers can be added inserted or deleted through Add Insert and Delete buttons The layer color also can be adjusted or updated by clicking Color button 15 In the current version maximum 50 layers can be defined by the user Layer name also can be defined by the user through text input The available material types from Rock Layers and Properties input dialog include 1 Null material and 2 Rocks For each material type different analysis methods for ultimate shaft resistance and ultimate end bearing resistance 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 cla Soil Layer Layer N
2. Figure D 2 4 Pile axial load and settlement relationship for Example 2 Fleming 1992 s Method Figure D 2 5 Comparison results with the recorded testing values from Zhan and Yin 2000 Chapter 1 Introduction PileROC 2014 is a program that predicts the load settlement curve at the pile head for the piles socketed into rock based on three commonly used methods 1 Fleming 1992 s method 2 Kulhawy and Carter 1992 s method and 3 Load transfer method with using t z and q w curves The program also computes the ultimate and factored pile capacities for a range of rock socket lengths User Manual of PileROC 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 PileROC 2014 program is started 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 Quick Start HA He Open an existing project PileROC 2014 A Program for Rock Sockets under Axial Loading Copyright C 2014 2015 Innovative Geotechnics Pty Ltd Figure 2 1 Project start dialog in PileROC 2014 In this example we select the first option which is Start a new
3. Effective Vertical Stress Analysis Result Summary Axial Load vs Pile Settlement Axial Load Distribution vs Depth Figure 13 3 Viewing the analysis results from the menu items In addition to the plotting results PileROC 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 Figure 13 4 or clicking Results Table button from the analysis result dialog Figure 13 5 31 T Z Curve Plot Q W Curve Plot Ultimate Unit Shaft Resistance vs Length Ultimate Total Shaft Resistance Ultimate End Bearing Resistance Ultimate Total Pile Capacity Combined Plot Ultimate Factored Total Shaft Resistance Factored End Bearing Resistance Factored Total Pile Capacity Combined Plot Factored ATENA BEE Effective Vertical Stress Analysis Result Summary Axial Load vs Pile Settlement Axial Load Distribution vs Depth Figure 13 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
4. Method Axial Force vs Settlement for Rock Socket Kulhawy and Carter 1992 Method n 27500 n 22000 n ry 1E n Axial Force at Pile Head k MY 11000 n Ultimate Shaft Resistance EN Uitimatel End Bearing Resistance kN Ultimate Axial Pile Capacity kN 5500 0 0 T G 15 0 22 5 30 0 of 5 45 0 Settlement mm Figure D 1 4 Pile axial load and settlement relationship for Example 1 Kulhawy and Carter 1992 Method 63 Axial Force vs Settlement for Rock Socket Fleming 1442 Method 16500 0 22000 0 Axial Force at Pile Head kM 11000 0 Ultimate Shaft Resistance kN Ultimate End Bearing Resistance kM Ultimate Axial Pile Capacity kN 5500 0 0 0 30 0 Settlement mm Figure D 1 5 Pile axial load and settlement relationship for Example 1 Fleming 1992 s Method The results based on Fleming 1992 s method and Kulhawy and Carter 1992 s method are shown in Figures D 1 4 and D 1 5 respectively 64 Example D 2 Bored pile socketed into strong rock Hong Kong Case This example involves a 1050 mm diameter bored pile of 35 6 m long bored through 33 6 m thick overburden soils and socketed into strong rock 30 MPa for UCS by 2 0 m Compressive axial force applied at the pile head is 26950 kN Figure D 2 1 shows the ground profile with the pile length and loading conditions for this example Pile Type Bored Pile Axial Force 26950 00 kN Pile Width 1 05m Sec
5. 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 Rock Layers and Properties dialog from the menu Figure 7 2 Invoke Rock Layers and Properties dialog from the toolbar Figure 7 3 Soil Layers and Properties Input for the first layer Figure 7 4 Soil Layers and Properties Input for the cohesive soils Basic Parameters Figure 7 5 Soil Layers and Properties Input for the cohesive soils Advanced Parameters Figure 7 6 Ground profile with three different rock layers for Example 1 Figure 7 7 Copy ground profile graph from the File Menu Figure 7 8 Copied ground profile graph from the File Menu Figure 8 1 Invoke Pile Top Loading input dialog from the menu Figure 8 2 Invoke Pile Top Loading input dialog from the toolbar Figure 8 3 Pile Top Loading Input Dialog for Example 1 Figure 9 1 Open Input Text File for review from the toolbar Figure 9 2 Generated Input Text File for this example Figure 10 1 Open soil layer input summary table for review from the menu Figure 10 2 Open soil layer input summary table for review from the left toolbar Figure 10 3 Rock layer input summary table for Example 1 Figure 11 1 Open pile input summary table for review from the menu Figure 11 2 Open pile input summary table for review from the left toolbar Figure 11 3 Pile input summary table for Example 1 F
6. Curve dialog for an example Figure 16 3 shows the Axial Load Settlement Curve dialog for an example Load settlement curve is generated by the program for the specified axial loading at the pile head Preliminary estimations on the ultimate shaft resistance ultimate end bearing resistance and ultimate axial pile capacity are carried out by the program and the preliminary results are shown on the load settlement curve graph Since the load settlement curve covers a much wider settlement range in order to present a more complete picture the pile head settlement corresponding to the input axial load is shown on the graph with the arrow pointing to the right axis The arrow pointing to the bottom axis shows the input axial load at the pile head If required the tabulated results as shown in Figure 16 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 44 Ely Axial Load Settlement Results ie Settlement mm Axial Load kN w w om m es s 0 005 0 107 0 134 0 168 0 263 0 327 0 407 0 626 0 773 GESE aos so aes tasso d p 1 1 Column Figure 16 4 Tabulated axial load settlement curve results for an example PileROC 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
7. Figure 16 1 or Axial Load Settlement Curve icon from the toolbar Figure 16 2 ply PileROC DAIGEngSoft PileROC Examples Example LROC File Define Analyze Display Help T Z Curve Plot O W Curve Plot Ultimate Unit Shaft Resistance vs Length Ultimate Total Shaft Resistance Ultimate End Bearing Resistance Ultimate Total Pile Capacity Combined Plot Ultimate Elevation m Factored Total Shaft Resistance Factored End Bearing Resistance Factored Total Pile Capacity Combined Plot Factored AAAA A HM m 4 0 Effective Vertical Stress Analysis Result Summary 6 0 Axial Load vs Pile Settlement Axial Load Distribution vs Depth 8 0 Figure 16 1 Open Axial Load Pile Settlement dialog from the menu Big PileROC DAIGEngSoft PileROC Examples Example 1 ROC File Define Analyze Display Help bell del EMMA Ie Pile Type Bored Pile Pile Width 0 90 m Section Circular Section Method Load Transfer Method ADE NA BEE Elevation m 0 0 Axial Load Settlement Curve 20 Figure 16 2 Open Axial Load Pile Settlement dialog from the left toolbar 43 Axial Force vs Settlement for Rock Socket Load Transfer Method z Y G 9 1 2 a G 2 6 u G x lt Ultimate Shaft Resistance kN i Ultimate End Bearing Resistance kN 16699 5 Ultimate Axial Pile Capacity KN 259508 30 0 Settlement mm Figure 16 3 Axial Load Settlement
8. 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 16 5 for this example 45 Axial Force at Pile Head k M 5500 0 11000 0 16500 0 22000 0 27500 0 0 0 Axial Force vs Settlement for Rock Socket Load Transfer Method ET dii Ultimate Shaft Resistance kN Ultimate End Bearing Resistance kN Ultimate Axial Pile Capacity kN 10 0 20 0 30 0 40 0 50 0 Settlement mm Figure 16 5 Copied axial load pile settlement curve for an example 60 0 46 Chapter 17 Axial Load Transfer Curve In addition to the axial load and settlement curve at the pile head PileROC 2014 also provides with the user the distribution of axial load transfer along the pile shaft once the analysis is successfully completed Note that this option is only available when Load Transfer Method is adopted for the rock socket analysis method The dialog for the axial load transfer curve plot can be invoked by clicking the Axial Load Distribution vs Depth option under Display menu Figure 17 1 or Axial Load Distribution Curve Plot from the toolbar Figure 17 2 gly PileROC DAIGEngSoft PileROC Examples Example ROC File Define Analyze Help OE RE BEE T Z Curve Plot O W Curve Plot Ultimate Unit Shaft Resistance vs Length
9. PileROC Examples Example LROC File Define Analyze Display Help D ldre Buca Pile Type Bored Pile Pile Length ES Pile Width 0 90 m EE Section Circular Section Method Kulhawy and Carter 1992 Method Elevation Ee 0 0 20 Soils No Strength Figure 6 2 Invoke Pile Length dialog from the toolbar 13 PileROC 2014 provides a unique interactive input as shown in Figure 6 3 of Pile Length 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 Force Free Length Zone Null Figure 6 3 General Layout of Pile Length Input Dialog 14 Chapter 7 Rock Layers and Properties Input PileROC 2014 offers an innovative and straightforward interactive way to create multiple rock layers with various relevant parameters in the program Rock layer input dialog can be invoked through clicking Rock Layers and Properties item under Define menu Figure 7 1 or clicking Rock Layers and Properties icon from the toolbar Figure 7 2 Figure 7 1 Invoke Rock Layers and Properties dialog from the menu A fea al EI Ed Ml ET oc Pile Top Loading Project Title Analysis Setting Pile Section Pile Length Pile Input Summary Rock Layers and Properties Rock Layer Input Summary
10. a e sd AA HS Pile Type Bored Pile ES Pile Width 0 90 m Section Circular Section ca ea EE Method Load Transfer Method sege Elevation IE m 0 0 20 Soils No Strength Figure 11 2 Open pile input summary table for review from the left toolbar 25 CR LL Pete BoedPie Did Shaft 2 Section Type Crouer Sesion 3 PieDismeteim 0800 E Sen Win AS S SectonHegti ST OE Web Ticinese fi N I Fiange Thickness m 8 Eterdende AS S inema Diete Oo Pieters 2300 Ti Gross SectionAres 2 aa ia sesion Peine 18 Pie Matra Stress Pa SOODESO gt 1 Column Figure 11 3 Pile inout summary table for Example 1 26 Chapter 12 Run Analysis Running the analysis file with the input parameters created from Step 1 to Step 11 can be invoked by clicking Run Analysis option under Analyze menu Figure 12 1 or clicking Run Analysis icon from the top toolbar Figure 12 2 Bij PileROC DAIGEngSoft PileROC Examples Example 1 ROC File Define Analyze Display Help DE tad E il Pile Type Bored Pile Pile Width 0 90 m Section Circular Section Method Load Transfer Method Elevation m Figure 12 1 Open Run Analysis dialog from the menu A fe l Ge ea MI EI EG PileROC DAIGEngSoft PileROC Examples Example 1 ROC File Define Analyze Display Help DA daslEM TEE RS Pile Type Bored Pile Ee Pile Width 0 90 m Run Analysis Section Circula
11. hyperbolic relationship assumptions for both shaft and base load displacement responses Elastic shortening of the pile is considered separately The relationship between the pile displacement A and shaft load P is _ M DsPs A SU P where D is the pile diameter P is the shaft load U is the ultimate total shaft resistance and M is the dimensionless flexibility factor ranging from 0 0001 to 0 004 Fleming 1992 suggested the value of approximately 0 0005 for soft rocks The hyperbolic relationship between the pile toe displacement Ag and pile base load Pg Is 0 6UgPg 2 DpEs Us Pp where D is the pile diameter at the base Pg is the pile toe load Ui is the ultimate pile toe bearing resistance force and Ex is the Young s Modulus of the material at the pile toe The total load at the pile head P is calculated as Pr Pg Ps The elastic shortening Ag of the pile is determined with using the following equation to the load up to the ultimate shaft load Us _ 4Pr Lo KgLp E n DE For the greater load the following equation is used to calculate the elastic shortening 4 1 Ar T DEE Pr Lo Lr LpUs 1 n Kz where E is the Young s modulus of the pile material L is pile free length where no friction resistance from the soils Lr is length of the pile with friction load transfer and K is effective length coefficient ranging from 0 4 to 0 5 Analysis Methods for Rock Socket Fleming s Method 1
12. shown in Figure 10 3 which enables the user to review the detailed rock layer parameter inputs into the analysis and spot the input errors if any taseriypePacemee TN Null Mate a __ sel getem Eg OO Wassae __ Aras ModelPaaneier E Bearing Resistance Factor Nq Yield Stress Ratio en d IP 3 Row 1 Column Sensi Factor 5 Td Figure 10 3 Rock layer input summary table for Example 1 24 Chapter 11 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 11 1 or pressing Pile Input Summary from the left toolbar Figure 11 2 It summaries the values of pile input parameters from the user The dialog as shown in Figure 11 3 enables the user to review the input parameters related to the pile type section type section dimension and material stiffness EG PileROC DMGEngSoft PileROC Examples Example LROC File Define Analyze Display Help Dea Project Title Fi Analysis Setting E3 Pile Section EE Pile Length jod Pile Input Summar P ty E Rock Layers and Properties Rock Layer Input Summary File Top Loading Soils No Strength Figure 11 1 Open pile input summary table for review from the menu EG PileROC DMGEngSoft PileROC Examples Example LROC File Define Analyze Display Help D 6 a
13. 10 03 2015 File name Example 1 ROC File path D GEngSoft PileROC Examples Figure 3 3 General layout of Project Title Dialog The following items are created by the program for the users reference and cannot be changed by the user from this dialog e Date the creation date of the project file The date will also be updated when the project file is changed and saved e Filename the full file name with the directory path 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 PileROC DAIGEngSoft PileROC Examples Example 1 ROC Define Analyze Display Help De Project Title arie Pile Section Pile Length jod Pile Input Summary P ry iz Rock Layers and Properties Rock Layer Input Summary Pile Top Loading Figure 4 1 Invoke Analysis Option dialog from the menu PileROC DAIGEngSoft PileROC Examples Example LROC Display Help Fd FEE File Define Analyze Pile Type Bored Pile ES Pile Width 0 90 m EE Section Circular Section Analysis Setting Method Kulhawy and Carter 1992 Method Dialog Elevation m 0 0 2 0 Soil No Strength Fi
14. 992 Dimensionless Flexibility Factor Ms 0 00050 Effective Length Coefficient Ke 0 50 Kulhawy and Carter s Method 11992 Rock Mass Strength Parameters Default 109 1 al 10 Load Transfer Method T Curves and O Curve Figure A 1 Parameter input dialog for Fleming 1992 s method 51 In PileROC 2014 the parameter input for Fleming 1992 s method is very straightforward Only two parameters are required to be provided in the Option input dialog as shown in Figure A 1 The default dimensionless flexibility factor is 0 0005 and the default effective length coefficient is 0 5 The calculation procedures for the ultimate shaft resistance and ultimate end bearing resistance are detailed in Appendix C 52 Appendix B Kulhawy and Carter 1992 s Method 53 The second method for the load settlement analysis of rock socket is based on the approach by Kulhawy and Carter 1992 which is based on approximate closed form analyses The behaviour of the piles socketed into rock is divided into the following steps as follows e The initial response of rock socket is assumed to be elastic and there is no slip along the pile shaft The load settlement relationship is based on the theoretical equations from Randolph and Wroth 1978 e The progressive slip between the pile and rock is ignored and only full slip is considered The following equation is used to calculate the pile settlement W for the complete socket unde
15. IS innovative Geotechnics User Manual for PileROC 2014 A Program for Rock Sockets under Axial Loading By Innovative Geotechnics Pty Ltd Gibraltar Circuit Parkinson QLD 4115 Australia 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 and Cross Section Input Chapter 5 Pile Length Inpu
16. LROC Define Analyze Display Help Do Project Title Pl Analysis Setting Pile Section Pile Length jod Pile Input Summary Rock Layers and Properties Rock Layer Input Summary AI EI EI Ed Me El DO Ho Strength Figure 8 1 Invoke Pile Top Loading input dialog from the menu EG PileROC DAMIGEngSoft PileROC Examples Example LROC File Define Analyze Display Help Pile Type Bored Pile Pile Width 0 50 m Section Circular Section Pile Top Loading Method Load Transfer Method Elevation Aa EET GE 5 Figure 8 2 Invoke Pile Top Loading input dialog from the toolbar Figure 8 3 shows the Pile Top Loading input dialog For this example we type 20000 KN for axial force at the pile head Only compressive axial loading is considered in PileROC 2014 20 Axial force KN Axial Force Figure 8 3 Pile Top Loading Input Dialog for Example 1 21 Chapter 9 Review Input Text File The works carried out from Step 1 to Step 9 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 9 1 as below The generated input text file is shown in Figure 9 2 gig PileROC DAIGEngSoft Pi
17. Met Ultimate Total Shaft Resistance ae Ultimate End Bearing Resistance Ultimate Total Pile Capacity si Combined Plot Ultimate Factored Total Shaft Resistance 2 0 Factored End Bearing Resistance Factored Total Pile Capacity Combined Plot Factored 4 0 Effective Vertical Stress Analysis Result Summary 6 0 Axial Load vs Pile Settlement Axial Load Distribution vs Depth 8 0 Figure 17 1 Open Axial Load Distribution vs Depth dialog from the menu 47 PileROC DMGEngSoft PileROC Examples Example 1Roc I File Define Analyze Display Help DE daAS EVER Pile Type Bored Pile Pile Width 0 90 m Section Circular Section Method Load Transfer Method REG BEE Elevation m 0 0 Axial Load 2 0 Distribution Curve Soil No Strength Figure 17 2 Open Axial Load Distribution vs Depth dialog from the left toolbar The invoked Axial Load Transfer Curve dialog is shown in Figure 17 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 PileROC 2014 program where 5 different curves corresponding to the different axial loads at the pile head are provided 48 E lt c e D gt 2 w Axial Force along the Pile Shaft kN Figure 17 3 Axial Load Transfer Curve dialog for an example 49 Appendix A Fleming 1992 s Method 50 The method proposed by Fleming 1992 is based on the
18. Soil Layer Information Basic Soil Properties Soil Soil Layer Soil Layer Under Soil Unit Thickness Weight Phi Su SPT N ge dQe dy kN m 3 Deg kPa Blows MPa dUCS dy dSu dy Figure 9 2 Generated Input Text File for this example 22 Chapter 10 Reviewing Rock Layer Input Parameters In addition to reviewing the general input text file PileROC 2014 also provides the user with the option of reviewing rock layer input parameters Rock layer input summary dialog can be invoked through clicking Rock Layer Input Summary option under Define menu Figure 10 1 or Rock Layer Input Summary icon from the left toolbar Figure 10 2 PileROC DAGEngSoft PileROC Examples Example LROC ede sacca vae ii sic Project Title Analysis Setting Pile Section Pile Length Pile Input Summary Rock Layers and Properties Rock Layer Input Summary Pile Top Loading RTERABNGD Soils No Strength Figure 10 1 Open soil layer input summary table for review from the menu EG PileROC DAIGEngSoft PileROC Examples Example LROC File Define Analyze Display Help ded at oh EMMA dd Pile Type Bored Pile m Circular Section Rock Layer Input Te Sinir Section EE Method Load Transfer Method Elevation m 0 0 2 0 Soils No Strength Figure 10 2 Open soil layer input summary table for review from the left toolbar 23 The invoked summary table is
19. ame Soils Color s Soil Type Null Basic No Layer Name 1 Soils Layer Thickness 5 000 m 2 XW HW Mudstone 3 HW Mudstone v Input Layer below Water Table if Checked 4 MW SW Mudstone Figure 7 3 Soil Layers and Properties Input for the first layer Input of soil layers and properties mainly consists of two parts 1 Basic parameters on Basic Tab such as soil layer thickness total unit weight groundwater status above or below ground water table and unconfined compressive strength for 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 parameters related to different pile capacity analysis approaches on Advanced Tab e Rock General Rock Method and User Defined Method 16 Detailed descriptions about the different pile capacity analysis methods adopted by PileROC 2014 are presented in Appendix A Figure 7 3 shows the rock layer and property input for the layer with Null material type Since it is a layer with Null material type the Advanced tab is disabled with grey colour and cannot be clicked If the check box of Input Layer below Water Table is ticked this means that the layer with Null material type is under the water table cantilever or free length within the water If the check box is unticked the input so
20. ce Healtt gt Ji Microsoft Silverlight gt Ji Microsoft Sync Framew gt Ji Microsoft Visual Studio gt Minecraft gt Ji MSBuild Filename NewFile ROC Figure 2 3 Analysis file selection dialog for PileROC 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 EG PileROC DAIGEngSoft PileROC Examples Example LROC OGC Analysis Setting Pile Section Pile Length Pile Input Summary Rock Layers and Properties Rock Layer Input summary Pile Top Loading Pile Type Bored Pile Pile Width 0 90 m Title Dialog Section Circular Section Method Kulhawy and Carter 1992 Method Elevation m 0 0 2 0 Soils No Strength 4 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 e Project Title Example 1 e Job Number 00001 e Design Engineer IGEngSoft e Client IGEngSoft e Description This is Example 1 of PileROC 2014 software Project Title Project Name Put Here Job Number Job 440001 2014 Design Engineer Engineer Name Put Here Client Client Name Put Here Date
21. d for rock socket design If the cantilever portion is within the water the user only needs to make sure that this special Null layer is under water table in the layer input In this example since the first 5 m 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 D 1 1 0 0 4000 0 2000 0 12000 0 16000 0 20000 0 24000 0 28000 0 0 0 2 0 3 0 4 0 5 0 6 0 Pile Length im 7 0 2 0 8 0 10 0 11 0 12 0 Ultimate Capacity kN 25950 8 Figure D 1 2 Combined plot of the pile capacity results for Example 1 62 Figure D 1 2 shows the combined plot of the pile capacity results for Example 1 which includes the distribution of ultimate total shaft resistance ultimate end bearing resistance and ultimate pile total capacity Figure D 1 3 shows the pile axial load vs settlement relationship for this example for the option of load transfer method Axial Force vs Settlement for Rock Socket Load Transfer Method n 27600 A 22000 6500 0 1 Axial Force at Pile Head kN A 11000 i i Ultimate Shaft Resistance EN i i Ultimate End Bearing Resistance kN Ultimate Axial Pile Capacity kN 500 0 0 0 10 0 20 0 30 0 40 0 50 0 60 0 Settlement mm Figure D 1 3 Pile axial load and settlement relationship for Example 1 Load Transfer
22. ea Ab 0 636 Moment of Inertial 3221E 02 Young s Modulus E 3 000 07 Figure 5 3 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 9 m for the pile diameter 11 Section Dimension Diameter D Circular Cross Section Figure 5 4 Section Input Dialog for Circular Cross 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 30 GPa for concrete material 12 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 and Pile Top Level Hig PileROC D NGEngSoft PileROC Examples Example 1 ROC File Analyze Display Help ET Project Title Analysis Setting Pile Section EE ile Length ler 1992 Method Pile Input Summar Pile Input Summary Soil Layers and Properties Soil Layer Input Summary Pile Top Loading Soils No Strength 4 0 Figure 6 1 Invoke Pile Length dialog from the menu g PileROC DAIGEngSoft
23. ed into the third party application for reporting purpose A sample of the copied and pasted result graph is shown in Figure 13 7 for an example 33 Pile Length im 0 0 4000 0 2000 0 12000 0 16000 0 20000 0 24000 0 26000 0 0 0 2 0 3 0 4 0 5 0 6 0 7 0 2 0 8 0 10 0 12 0 Ultimate Capacity KN 25850 8 Figure 13 7 Copied result graph combined Plot Ultimate for an example 34 Chapter 14 Viewing T Z Curves In PileROC 2014 once the analysis is successfully completed with the option of Load Transfer Method for the rock socket analysis method the user can access the various analysis results The dialog for t z curve plot can be invoked by clicking the T Z Curve Plot option under Display menu Figure 14 1 or T Z Curve Plot from the toolbar Figure 14 2 E PileROC DAIGEngSoft PileROC Examples Example ROC NN File Define Analyze Display Help 4 fe sd dd das T Z Curve Plot Q W Curve Plot Q Pile ES File Ultimate Unit Shaft Resistance vs Length Sec EE Met Ultimate Total Shaft Resistance Fee Uitimate End Bearing Resistance m EE di Ultimate Total Pile Capacity 0 0 Combined Plot Ultimate Factored Total Shaft Resistance 2 0 Factored End Bearing Resistance Figure 14 1 Open T Z Curve Plot dialog from the menu File Define Analyze Display Help D g a l Hk ZA BIS File Type Bored Pile File Width 0 90 m Section Circula
24. eferences 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 Kulhawy F and Carter J P 1992 Socketed foundations in rock masses Engineering in rock masses FG Bell and WR Dearman London Butterworths 509 529 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 Rowe R K and Armitage H H 1987 A design method for drilled piers in soft rock Canadian Geotechnical Journal 24 126 142 Zhan C and Yin J H 2000 Field static load tests on drilled shaft founded on or socketed into rock Canadian Geotechnical Journal 37 1283 1294 69
25. ent 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 18 the bottom or X button at the top right corner The ground profile as shown in Figure 7 6 will be created If Copy Graph item under the File menu is clicked as shown in Figure 7 7 then the input ground profile can be copied into the clipboard and then pasted into the report if required The copied ground profile graph is shown in Figure 7 8 BE E i PileROC DAIGEngSoft Pile ROC Examples Example LROC ica Define Analyze Display Help MA BE HS Bored Pile th 0 90 m Circular Section Load Transfer Method Figure 7 7 Copy ground profile graph from the File Menu Pile Type Bored Pile Axial Force 20000 00 kN Pile Width 0 Section Circular Section Method Load Transfer Method Elevation m Soils Analysis Model No Strength po Null Water Figure 7 8 Copied ground profile graph from the File Menu 19 Chapter 8 Pile Load Input This chapter 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 8 1 or Pile Top Loading icon from the toolbar Figure 8 2 Axial force in compression or tension can be input from the user Bg PileROC DNGEngSoft PileROC Examples Example
26. ettlement mm Figure D 2 3 Pile axial load and settlement relationship for Example 2 Kulhawy and Carter 1992 Method 66 Axial Force vs Settlement for Rock Socket Fleming 1442 Method 74500 0 Di o Di te i Ww ra O q Di g R ba o t a ro 2 8 a T Di 1 Di Ultimate Shaft Resistance kN Ultimate End Bearing Resistance kM Ultimate Axial Pile Capacity kN 130 0 350 0 540 0 720 0 S00 0 Settlement mm Figure D 2 4 Pile axial load and settlement relationship for Example 2 Fleming 1992 s Method Pile Head Force kN Testing Results from Zhan and Yin 2000 Fleming 1992 Method in PileROC 2014 Kulhawy and Carter 1992 Method in PileROC 2014 Load Transfer Method in PileROC 2014 40 60 80 Pile Head Settlement mm Figure D 2 5 Comparison results with the recorded testing values from Zhan and Yin 2000 Zhan and Yin 2000 reported the value of the pile top settlement under the axial loading 26950 KN is 54 mm which compares well the analysis results from PileROC 2014 49 6 mm 67 from Fleming 1992 s method 47 2 mm from Kulhawy and Carter 1992 s method and 51 9 mm from the load transfer method The comparison results among the resting results and the predictions from PileROC 2014 based on different methods are presented in Figure D 2 5 It can be seen that those results are reasonably close and it demonstrates the validity of PileROC 2014 program 68 R
27. gure 4 2 Invoke Analysis Option dialog from the toolbar 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 2 Resistance factors for compression 3 Resistance factor of tension 4 Analysis methods for rock socket and 5 Units of Input and Analyses Gi o pre EE Control Parameters Number of pile elements Compression Resistance factor for shaft resistance Resistance factor for end bearing resistance Tension Resistance factor for shaft resistance Tension Analysis Methods for Rock Socket Fleming s Method 1992 Dimensionless Flexibility Factor Ms Effective Length Coefficient Ke Kulhawy and Carter s Method 1992 Rock Mass Strength Parameters Default cohesion of Rock Shaft Interface kPa Dilation Angle of Hock Shaft Interface Deg Load Transfer Method T Z Curves and Q W Curve Units of Input and Analyses SI Units kPa m millimeters and kN Figure 4 3 General Layout of Analysis Option Dialog for PileROC 2014 Control Parameters group lists the main control parameters for the analysis 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 Compression group lists the main control parameters for the resistance factors adopted in the a
28. hown in Figure 15 4 for the load and deflection curves at the pile base will be presented in the Excel like table format through clicking the button of Results Table under the graph 40 Big Q W Curve Results Table Settlement mm Mobilised End Bearing Resistance kPa 2553 3 5106 5 7659 8 12766 3 178723 aa BEE eg GET 26250 0 229794 a asso 3 6 7 2 12 16 23 4 26250 0 25250 25250 25250 26250 0 252500 37 26250 0 BE 25250 2 8 43 2 25250 EE 6 EN 50 4 26250 0 z d p Row 1 Column 1 Figure 15 4 Tabulated Q W Curve results for an example PileROC 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 15 5 for this example 41 Ultimate Unit E nd Baaring Resistance kPa 5500 0 11000 0 16500 0 22000 0 27500 0 0 0 10 0 Q W Curve Plot at Pile Toe 20 0 30 0 40 0 50 0 60 0 70 0 Vertical Displacement mm Figure 15 5 Copied Q W Curve Plot for an example 80 0 30 0 42 Chapter 16 Pile Axial Load Settlement Curve The dialog for pile settlement curve plot can be invoked by clicking the Axial Load Settlement Curve option under Display menu
29. igure 12 1 Open Run Analysis dialog from the menu Figure 12 2 Open Run Analysis dialog from the top toolbar Figure 12 3 Run Analysis Message Box for an example Figure 13 1 Open the Analysis Results Output Dialog from the left toolbar Figure 13 2 Analysis Results Dialog for an example Figure 13 3 Viewing the analysis results from the menu items Figure 13 4 Open Tabulated Analysis Results dialog from the menu Figure 13 5 Open Tabulated Analysis Results dialog from push button Figure 13 6 Tabulated Analysis Results Dialog for an example Figure 13 7 Copied result graph combined Plot Ultimate for an example Figure 14 1 Open T Z Curve Plot dialog from the menu Figure 14 2 Open T Z Curve Plot dialog from the toolbar Figure 14 3 T Z Curve Plot dialog for an example Figure 14 4 Tabulated T Z Curve results for an example Figure 14 5 Copied T Z curves graph for an example Figure 15 1 Open Q W Curve Plot dialog from the menu Figure 15 2 Open Q W Curve Plot dialog from the left toolbar Figure 15 3 Q W Curve Plot dialog for an example Figure 15 4 Tabulated Q W Curve results for an example Figure 15 5 Copied Q W Curve Plot for an example Figure 16 1 Open Axial Load Pile Settlement dialog from the menu Figure 16 2 Open Axial Load Pile Settlement dialog from the left toolbar Figure 16 3 Axial Load Settlement Curve dialog for an example Figure 16 4 Tabulated axia
30. il layer thickness represents the cantilever or free length within the air Layer Name HW Mudstone Soil Type Rocks Basic Advanced Layer Thickness 5 000 m V Input Layer below Water Table if Checked Total Unit Weight Material Strength Parameter 20 00 KN m 3 Unconfined Compressive Strength SPT N Alternative Cone Tip Resistance Alternative 3 200 MPa Strength Parameters Advanced V Set to Default Value Strength increment with layer MPa m depth UCS inc Figure 7 4 Soil Layers and Properties Input for the cohesive soils Basic Parameters Figure 7 4 shows the rock layers and properties input for the basic parameters Figure 7 5 shows a typical advanced parameter input dialog for the rocks 17 Analysis Methods for Shaft Resistance and End Bearing Method Name General Rock Resistance Parameters Default V Maximum Resistance Default Alpha is the empirical factor for ultimate shaft resistance calculation is the empirical factor for ultimate shalt resistance calculation i KO Doe Cannery do Sate BI DESIO oso is the elastic modulus of rock mass is the Poisson s Ratio of rock mass Soft Pile su mples Examp le LF OC D luse BERE KEES Bored Pie Axial Force 20000 00 kN 0 90m Section Circular Section t Load Transfer Method Analysis Modet Nub ater Figure 7 6 Ground profile with three different rock layers for Example 1 Clicking differ
31. l load settlement curve results for an example Figure 16 5 Copied axial load pile settlement curve for an example Figure 17 1 Open Axial Load Distribution vs Depth dialog from the menu Figure 17 2 Open Axial Load Distribution vs Depth dialog from the left toolbar Figure 17 3 Axial Load Transfer Curve dialog for an example Figure A 1 Parameter input dialog for Fleming 1992 s method Figure B 1 Parameter input dialog for Kulhawy and Carter 1992 s method Figure C 1 Basic soil parameter input of General Rock Method Rock Sockets Figure C 2 Advanced soil parameter input of General Rock Method Rock Sockets Figure C 3 Advanced soil parameter input of User Defined Method Rock Sockets Figure D 1 1 Ground profile with the pile length and loading conditions for Example 1 Figure D 1 2 Combined plot of the pile capacity results for Example 1 Figure D 1 3 Pile axial load and settlement relationship for Example 1 Load Transfer Method Figure D 1 4 Pile axial load and settlement relationship for Example 1 Kulhawy and Carter 1992 Method Figure D 1 5 Pile axial load and settlement relationship for Example 1 Fleming 1992 s Method Figure D 2 1 Ground profile with the pile length and loading conditions for Example 2 Figure D 2 2 Pile axial load and settlement relationship for Example 2 Load Transfer Method Figure D 2 3 Pile axial load and settlement relationship for Example 2 Kulhawy and Carter 1992 Method
32. leROC Examples Example i ROC File Define Analyze Display Help Ba a del Ed ZAR Open Input Text File Pile Type Bored Pile Pile Width 0 90 m Section Circular Section Method Load Transfer Method SEGGGENE Figure 9 1 Open Input Text File for review from the toolbar ETER i a BSSSSSSSESSSSSSSSSSSSSSSSESSSSSSSESSTSSSSESSSSSSSESSSSSSSSESSSSSESSSSSESSSESSSSSSSSSSSSSSESSESSSSESSSSESSSESSESSESSSESSESESESEESES PileROC A Program for Rock Socket under Axial Loading Version 2015 3 08 2014 2015 by Innovative Geotechnics Pry Ltd All Rights Reserved This copy of PileROC is licensed to Demo User License number Demo Version Program Title Title Project Name Put Here Job Number Job AA0001 2014 Engineer Engineer Name Put Here Client Client Name Put Here Date 10 03 2015 Description Notes Program Option Number of Pile Elements 100 Resistance factor for shaft resistance in compression 0 50 Resistance factor for end bearing resistance 0 50 Resistance factor for shaft resistance in tension 0 50 Rock Socket Analysis Method Load Transfer Method Engineering Units SI Units Pile Information Pile Type Bored Pile Drilled Shaft Section Type Circular Section Section Diameter m 0 90 Pile Perimeter m Default Section Area m2 Default Moment of Inertia im 4 Default Pile Material Stiffness kPa 3 0000E 07 Pile Length m 12 3 Pile Top Level m 0 0
33. me HW Mudstone Analysis Methods for Shaft Resistance and End Bearing Method Name User Defined z 500 0 kPa 500 0 kPa 3 846E 05 kPa 0 25 is the ultimate shaft resistance specified by the user is the ultimate end bearing resistance specified by the user is the elastic modulus of rock mass is the Poisson s Ratio of rock mass Figure C 3 Advanced soil parameter input of User Defined Method Rock Sockets 59 Appendix D Examples 60 Example D 1 Bored pile socketed into weak mudstone This example involves a 900 mm diameter bored pile of 12 3 m long bored through 5 m thick overburden soils 1 5 m thick XW HW Mudstone 1 MPa for UCS 5 0 m thick HW Mudstone 3 2 MPa for UCS and socketed into MW SW Mudstone 10 5 MPa for UCS by 0 8 m Compressive axial force applied at the pile head is 20 MN Figure D 1 1 shows the ground profile with the pile length and loading conditions for this example Axial Force 20000 00 KN Pile Type Bored Pile Pile Width 0 90m Section Circular Section Method Load Transfer Method Elevation m 0 0 2 0 Analysis Model Null Water 40 6 0 8 0 10 0 12 0 14 0 16 0 18 0 20 0 Figure D 1 1 Ground profile with the pile length and loading conditions for Example 1 61 Note that the portion of the pile within the soil layer is modelled with using a layer with Null material type in PileROC 2014 program since the contribution from the soils is ignore
34. n is used to calculate the value of tan tan w UCS 3 tan d tan yw 0 001 a The default dilation angle w of rock shaft interface is assumed to be 1 degree The default friction angle of rock shaft interface is then calculated by the equation above Note that a value of zero cannot be input for the dilation angle of rock shaft interface as this will cause equation breakdown The calculation procedures for the ultimate shaft resistance and ultimate end bearing resistance are detailed in Appendix C 55 Appendix C Load Transfer Method 56 For general rock material in PileROC 2014 the following equation are adopted to calculate the ultimate shaft resistance f and ultimate end bearing resistance fp fs a a fo No where a and f 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 PileROC 2014 Kulhawy et al 2005 reviewed the database of the currently existing methods of predicting ultimate shaft resistance and suggested that f can be adopted as 0 5 for all practical purposes As for the empirical factor a a default value of 0 25 is considered to be close to the lower bound to 90 of the published data for normal rock sockets in PileROC 2014 The following hyperbolic relationship for t z curve as recommended by O Neill and Hassan 1998 is adopted in
35. nalysis for pile compression capacity e Resistance factor for shaft resistance This is the resistance factor of the ultimate shaft resistance It is usually less than 1 0 and similar to strength reduction factor or partial factor lt is mainly used to calculate the factor pile capacity in limit state design e Resistance factor for end bearing resistance This is the resistance factor of the ultimate end bearing resistance It is usually less than 1 0 and similar to strength reduction factor or partial factor It is mainly used to calculate the factor pile capacity in limit state design Analysis Methods for Rock Socket group provides three different options for the design and analysis of rock socket e Fleming 1992 s method For this method two additional parameters are required Dimensionless Flexibility Factor Ms and Effective Length Coefficient Ke e Kulhawy and Carter 1992 s method Three additional parameters are required if this option is selected Cohesion of Rock Shaft Interface c Friction Angle of Rock Shaft Interface o and Dilation Angle of Rock Shaft Interface yY and e Load transfer method This method is adopted if multiple rock layers with different strength and stiffness properties are need to be considered More details for the rock socket analysis methods are enclosed in Appendix A Units of Inout and Analyses group provides two unit options in the program e Sl Units This is to select SI Units in the pr
36. ogram 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 cross section input can be accessed by clicking Pile Section item under Define main menu Figure 5 1 or clicking Pile Section icon on the toolbar Figure 5 2 EG PileROC DMGEngSoft PileROC Examples Example LROC Analysis Setting Pile Section Pile Length Pile Input Summary Rock Layers and Properties Rock Layer Input Summary Pile Top Loading File Define Analyze Display Help H g ala Mlle RA EIS Pile Type Bored Pile erg de Section Cross Section Method Kulhawy and Carter 1992 Method Input Elevation m 0 0 Soil No Strength Figure 5 2 Invoke Pile Section dialog from the toolbar Figure 5 3 shows the general layout of Pile Type and Cross Section dialog The pile type is selected as Bored Pile Drilled Shaft option and cannot be changed in PileROC 2014 The 10 only section type which can be selected is Circular Section option Other options are disabled and cannot be selected by the user Pile Type Selection Pile Type Bored Pile Drilled Shaft Cross Section Type Circular Section Rectangular Section Octagonal Section H Section Pipe Section User Defined Edit Section Dimension Section Properties Perimeter Ls 2 827 Section Ar
37. opted Figure C 3 shows the advanced input parameter for the user 57 defined method Once this option is selected the users only need to input the ultimate shaft resistance fs ultimate end bearing resistance fb rock mass elastic modulus Er m and the Poisson s ratio for the rock mass Mu m Layer Name Hi Mudstone Soil Type Rocks kd Basic Layer Thickness 5 000 im Input Layer below water Table if Checked Total Unit weight Maternal Strength Parameter 20 00 IKN m 3 Unconfined Compressive Strength SPT N Alternative Cone Tip Resistance Alternative 3 200 MPa Strength Parameters Advanced Set to Default Value Strength increment with layer M Fam depth UCS inc Figure C 1 Basic soil parameter input of General Rock Method Rock Sockets 58 Layer Name Hi Mudstone Analysis Methods for Shaft Resistance and End Bearing Method Name General Rock A Resistance Parameters Default kaximum Resistance Default Alpha 0 25 fs max 1000 0 Beta 0 50 fb max 900000 2 00 3 600E 05 kPa 0 25 is the empirical factor for ultimate shaft resistance calculation is the empirical factor for ultimate shaft resistance calculation is the bearing capacity factor for ultimate end bearing calculation is the elastic modulus of rock mass is the Poisson s Ratio of rock mass kPa kPa Figure C 2 Advanced soil parameter input of General Rock Method Rock Sockets Layer Na
38. project Once this option is selected a default new project with two soil layers is automatically created The default file name is Newfile ROC The corresponding file path is shown on the top title bar of the program The ground profile and general 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 PileROC analysis file with the file type of ROC EE SU EE AR me 1 l i mA RUE VER Figure 2 2 Default analysis file of PileROC 2014 Creating the new project which the user wants will be started from this point onwards from modifying the existing default project settings CaseKulHawy ROC 7 03 2015 12 12 AM ROC File Example 1 ROC 10 03 2015 8 18 PM ROC File Example 2 ROC 10 03 2015 5 47 PM ROC File dies EE ed February 2015 11 0 RockSocket Search 11 0 RockSocket bi Microsoft Analysis Servi gt Ji Microsoft Office LoadTransfer ROC 10 03 2015 8 18 PM ROC File gt d Microsoft SQL Server D di Microsoft canal gt Jo Microsoft Web Designe gt ob Mozilla Firefox ine b di Microsoft Device Emula gt Ji Microsoft SDKs gt Ji Microsoft SQL Server Cc gt Ji Microsoft Visual Studio gt Microsoft NET di Mozilla Maintenance Se SEE IE rane X NANI I D di Microsoft Name Date modified Type gt JI Microsoft Devi
39. r Node 49 fs kPa for Node 49 2 mm for Node 59 fs kPa for Node 59 z mm for Node 95 0 00 0 90 1 80 2 70 3 60 4 50 5 40 6 30 7 20 8 10 9 00 9 90 10 80 11 70 12 60 13 50 14 40 15 30 16 20 17 10 18 00 18 90 19 80 20 70 21 60 22 50 23 40 N 3 S 8 D B N S SS ele 8 8 ales 25 20 27 90 1 Column Figure 14 4 Tabulated T Z Curve results for an example PileROC 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 14 5 for this example 37 Unit Ultimate Shaft Resistance kPa 750 0 500 0 250 0 0 0 T Z transfer curves for the selected nodes 750 15 00 22 50 30 00 Vertical Displacement mm Figure 14 5 Copied T Z curves graph for an example 37 50 45 00 38 Chapter 15 Viewing Q W Curves In addition to T Z curves the user also can access Q W curve information once the analysis is successfully completed with the option of Load Transfer Method for the rock socket analysis method in PileROC 2014 The dialog for Q W curve plot can be invoked by clicking the Q W Curve Plot option under Display menu Figure 15 1 or Q W Curve Plot from the toolbar Fig
40. r Section Method Load Transfer Method Elevation m 2 0 N A e EI Ed BU E Figure 12 2 Open Run Analysis dialog from the top toolbar The invoked running message dialog as shown in Figure 12 3 details the analysis information and the analysis result status The warning messages if any 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 27 poir Axial force analysis is successfully completed within the specified tolerance Results Click OK Button to View Analysis Results Figure 12 3 Run Analysis Message Box for an example 28 Chapter 13 Viewing Analysis Results PileROC 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 Re
41. r Section Method Load Transfer Wethod A Elevation t z curve plot rr Figure 14 2 Open T Z Curve Plot dialog from the toolbar T Z curves for all the nodes can be selected and viewed by the user through T Z Curve Plot Dialog as shown in Figure 14 3 Plot or update the T Z curve plots can be done through the following steps 35 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 e Step 2 Click the Plot Update button at the bottom of the table to update the T Z curve plots For each node point listed in the table other relevant information such as Depth Level Ultimate Unit Shaft Resistance and T Z 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 T Z transfer curves for the selected nodes T Q A 2 G Li 8 x Cad G lt N G E a 22 50 Vertical Displacement mm Node Depth m Level m LS aaa alts Figure 14 3 T Z Curve Plot dialog for an example If required detailed T Z 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 14 36 4 will be invoked with z settlement mm and fs mobilised shaft resistance kPa for the selected node points Ea T Z Curve Results Table 2 mm fo
42. r compressive loading Q at the linear stage sou GED OE 20c a Where 5 1 v D B A EG 2 1 Hur 4 G Gp 2 1 v in G Gp The following equations are used to calculate the nonlinear pile settlement W for the complete socket under the compressive loading for the full slip condition We Fa Fg PA T dj 1 v C 5 IE IEEEDIET ED a zag E B 40 na da F3 a 4 BC3 A BC 403 r i a 5 2 8 2 F 4 di D D a2 E C3 4 Ds al Da E D3 54 2 Er D3 4 he v 403 ayy B exp Az1D b In PileROC 2014 the parameter input for Kulhawy and Carter 1992 s method is very straightforward Three additional rock strength parameters are required to be provided in the Option input dialog as shown in Figure B 1 Analysis Methods for Rock Socket Fleming s Method 1992 Dimensionless Flexibility Factor Ms 0 00050 Effective Length Coefficient Ke 0 50 Kulhawy and Carter s Method 1992 Rock Mass Strength Parameters Default Cohesion of Rock Shaft Interface kPa 109 1 Friction Angle of Rock Shaft Interface Deg 31 2 Dilation Angle of Rock Shaft Interface Deg 1 0 Load Transfer Method T Curves and 0 4 Curve Figure B 1 Parameter input dialog for Kulhawy and Carter 1992 s method The default cohesion of rock shaft interface c is calculated by the equation below c UCS a a Pa The following equatio
43. sults icon from the left toolbar as shown in Figure 13 1 EG PileROC DMGEngSoft PilekOC Examples Example LROC File Define Analyze Display Help DEE TA HA il Pile Type Bored Pile Pile Width 0 90 m Section Circular Section Method Load Transfer Wethod Analysis Results Figure 13 1 Open the Analysis Results Output Dialog from the left toolbar The Analysis Results Output dialog is shown in Figure 13 2 The analysis results which are available for viewing from this dialog include Distribution of the ultimate unit shaft resistance with the pile length Distribution of the ultimate total shaft resistance with the pile length Distribution of the ultimate end bearing resistance with the pile length Distribution of the ultimate total pile capacity ultimate total shaft resistance plus ultimate end bearing resistance with the pile length Combined plot of the ultimate total shaft resistance ultimate end bearing and ultimate total pile capacity against the pile length Distribution of the factored total shaft resistance with the pile length Distribution of the factored end bearing resistance with the pile length Distribution of the factored total pile capacity ultimate total shaft resistance plus ultimate end bearing resistance with the pile length 29 total pile capacity against the pile length e Distribution of the effective vertical stress with the pile length e Distrib
44. t Chapter 6 Rock Layers and Properties Input Chapter 7 Pile Load Input Chapter 8 Review Input Text File Chapter 9 Reviewing Rock Layer Input Parameters Chapter 10 Reviewing Pile Input Parameters Chapter 11 Run Analysis Chapter 12 Viewing Analysis Results Chapter 13 Viewing t z Curves Chapter 14 Viewing d w Curves Chapter 15 Pile Axial Load Settlement Curve Chapter 16 Axial Load Transfer Curve Appendices Appendix A Fleming 1992 Method Appendix B Kulhawy and Carter 1992 Method Appendix C Load Transfer Method Appendix D Examples References or N N 13 15 20 22 23 25 2 29 35 39 43 50 53 56 65 69 List of Figures Figure 2 1 Project start dialog in PileROC 2014 Figure 2 2 Default analysis file of PileROC 2014 Figure 2 3 Analysis file selection dialog for PileROC 2014 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 Layout of Analysis Option Dialog for PileROC 2014 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 Circular Cross Section Figure
45. the analysis results are shown As mentioned before this software feature allows the user to quickly spot the results for different soil layers 32 ili Analysis Results Summary MI Gall Length m Pile Width m ULS Unit fs kPa ULS Total Fs kN ULS Fb kN ULS Total Capacity kN ss os o ses isa 2160 se o o es s 268 es o 200 ees os 229 OE o 200 wa o 26997 ez o 200 ss os 260 ea o o wa os 2695 ese o wa nss ws 62623 es o wa 195438 ws ome ee o wa n e 6592 es ow wa eea oee 67548 zo o wa ay ws ze o wa mo s 706688 OE o wa 2920 os Oe o wa s 50608 a ow wa 2680 50 a ow wa 25666 e OE o wa 2505 500 287 o wa ses s ego ow wa a ee sta o wa mn ws ga o wa ses wes es o wa sn ws es o wa z wwe es ow wa ss ws en o wa s we es ow wa mn e es o wa u s om o wa wes sone 322 ma 62050 50693 _ 506936 sa o wa ses 68 447 ni cecnnn CANN an 48 Column Figure 13 6 Tabulated Analysis Results Dialog for an example PileROC 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 past
46. the program to calculate the mobilised shaft resistance fi_ nop0ased on the pile settlement z Z een 25D ue Em fs where D is the pile diameter and E 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 En 2150 C 3 q w curve for rock According to Pells 1999 for massive and intact rock the load displacement behaviour is limear 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 AE da T 1 v 2 D in which E is elastic rock modulus at the pile toe sy is pile toe displacement up is Poisson s ratio 0 25 is adopted in the program D is the pile diameter and o is the mobilised end bearing pressure at the pile toe This elastic plastic relationship is adopted in PileROC 2014 The basic parameter input dialog for General Rock method for rock socket is shown in Figure C 1 The advanced parameter input dialog is shown in Figure C 2 T Z curve based on the method by by O Neill and Hassan 1998 and q w based on the recommendation from Baguelin 1982 are ad
47. tion Circular Section Method Load Transfer Method Elevation an 2 0 4 0 6 0 8 0 10 0 12 0 14 0 16 0 p Analysis Model Soils Rock Socket Null Water 18 0 No Strength 20 0 E D o N D C Bar Fa 22 0 24 0 26 0 28 0 30 0 32 0 42 0 44 0 46 0 48 0 Figure D 2 1 Ground profile with the pile length and loading conditions for Example 2 Figure D 2 2 shows the pile axial load vs settlement relationship for this example for the option of load transfer method The results based on Fleming 1992 s method and Kulhawy and Carter 1992 s method are shown in Figures D 2 3 and D 2 4 respectively 65 Axial Force vs Settlement for Rock Socket Load Transfer Method 450000 36000 0 Axial Force at Pile Head kM 27000 0 18000 0 n Ultimbte Shaft Resistance KN Ultimate End Bearing Resistance kN Ultimate Axial Pile Capacity kN apog 0 0 10 0 20 0 30 0 40 0 50 0 60 0 70 0 20 0 Settlement mm Figure D 2 2 Pile axial load and settlement relationship for Example 2 Load Transfer Method Axial Force vs Settlement for Rock Socket Kulhawy and Carter 1992 Method 78500 0 Di Di Mm TH co 5 O ns 2 a t oo sg La im ia T Di 1 Utimate Shaft Resistance kN Ultimate End Bearing Resistance kN Ultimate Axial Pile Capacity kN Di o 20 0 40 0 60 0 20 0 100 0 120 0 140 0 S
48. ure 15 2 PileROC DMGEngSoft PileROC Examples Example TIa File Define Analyze Display Help c PE dah T Z Curve Plot E n Q W Curve Plot Ee Pile Ultimate Unit Shaft Resistance vs Length EE ie Ultimate Total Shaft Resistance CES Ultimate End Bearing Resistance E PA Ultimate Total File Capacity ui Combined Plot Ultimate Factored Total Shaft Resistance 2 0 Factored End Bearing Resistance Factored Total Pile Capacity i si Combined Plot Factored Figure 15 1 Open Q W Curve Plot dialog from the menu gly PileROC DAIGEngSoft PileROC Examples Example LROC 1 n File Define Analyze Display Help DE das EVER Pile Type Bored Pile ES Pile Width 0 90 m EE Section Circular Section S Method Load Transfer Method Elevation E im Q W Curve Plot JH 2 0 Figure 15 2 Open Q W Curve Plot dialog from the left toolbar The invoked Load Deflection Curve for Pile Base dialog is shown in Figure 15 3 39 Plot Options 0 W Curve Plot Q W Curve Plot at Pile Toe T Q e G w vd 2 G D ui ad G 3 40 0 50 0 Vertical Displacement mm Figure 15 3 O W Curve Plot dialog for an example The option of Q W Curve Plot shows the relationship between the end bearing resistance and pile toe settlement If required the tabulated results as s
49. ution of the pile weight with the pile length e Distribution of the ultimate tension capacity and e Distribution of the factored tension capacity Analysis Results Ultimate Unit Shaft Reistanace 3 i i 12000 0 16000 0 24000 0 C Ultimate Total Shaft Resistance O Ultimate End Beating Resistance Ultimate Total Pile Capacity Combined Plot Ultimate Factored Ultimate Total Shaft Resistance Factored Ultimate End Bearing Resistance Factored Total Pile Capacity Combined Plot Factored Vertical Effective Stress Pile Weight Ultimate Tension Capacity Factored Tension Capacity E a C os 2 a Ultimate Capacity KN Figure 13 2 Analysis Results Dialog for an example Combined plot of the factored total shaft resistance ultimate end bearing and ultimate The above results can also be viewed by clicking the corresponding items under the Display menu as shown in Figure 13 3 30 gig PileROC DMGEngSoft PileROC Examples Example 1 ROC File Define Analyze Help D be T Li Ee FE Elevation E m 0 0 2 0 4 0 6 0 0 T Curve Plot Q W Curve Plot Pile Ultimate Unit Shaft Resistance vs Length Met Ultimate Total Shaft Resistance Ultimate End Bearing Resistance Ultimate Total Pile Capacity Combined Plot Ultimate Factored Total Shaft Resistance Factored End Bearing Resistance Factored Total Pile Capacity Combined Plot Factored

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